CN103233527B - The Seismic Design Method of a kind of engineering structure based on displacement - Google Patents

The Seismic Design Method of a kind of engineering structure based on displacement Download PDF

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CN103233527B
CN103233527B CN201310139651.4A CN201310139651A CN103233527B CN 103233527 B CN103233527 B CN 103233527B CN 201310139651 A CN201310139651 A CN 201310139651A CN 103233527 B CN103233527 B CN 103233527B
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周道传
董作超
潘志宏
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Changshu intellectual property operation center Co.,Ltd.
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Abstract

The Seismic Design Method of a kind of engineering structure of the present invention based on displacement is: determine design specification response spectrum according to primary condition, build elastic displacement response spectrum; Determine the initial target displacement shape of engineering structure; Elastoplasticity system with several degrees of freedom is reduced to elasticity system with several degrees of freedom; Elasticity system with several degrees of freedom is carried out to vibration shape decomposition, obtain the displacement of targets shape of engineering structure; Elasticity system with several degrees of freedom is reduced to equivalent single-degree-of-freedom system; Carry out the Aseismic Design based on design flexibility displacement response spectrum; Seismic Design power is distributed to system with several degrees of freedom by principle proportional to elastic stiffness, carry out cross section checking computations and Reinforcement Design; Solve new displacement of targets, comparison object shift value size, guarantees displacement of targets convergence. The present invention can make the displacement response of engineering structure under geological process and the displacement of targets of design be close, thereby realize, engineering structure is control effectively in the distortion under geological process, ensures that engineering structure has enough displacement capacities.

Description

The Seismic Design Method of a kind of engineering structure based on displacement
Technical field
The invention belongs to civil engineering work technical field, relate to a kind of engineering structure Seismic Design Method, more particularly,Relate to the Seismic Design Method of a kind of engineering structure based on displacement.
Background technology
The Aseismic Design of engineering structure is the safe and applicable Main Means of engineering structure while guaranteeing earthquake generation, the Engineering Anti of various countriesShake design is all the earthquake resistant design code based on various countries.
China's " Seismic Design of Highway Bridges detailed rules and regulations " is 5.2.1 bar and the employing of 5.2.2 bar regulation (JTG/TB02-01-2008)Damping ratio be 0.05 acceleration response spectrum as design earthquake acceleration response spectrum, integrated structure cycle and structural seismic weightWant property coefficient to calculate geological process load, carry out Aseismic Design. This Seismic Design Method known structure cycle and structural seismicImportant coefficient, solves structure desirable strength, carries out Reinforcement Design. At least there is following defect in this Seismic Design Method:
1, the engineering structure performance level of design is indefinite. To the consideration of structural behaviour target only with the important coefficient of structureCarry out the performance level of its expection of indirect expression, the performance level of structure does not specifically quantize, the structure that design obtains accordinglyPerformance level is indefinite.
2, the actual shock resistance deficiency of engineering structure. The structure of design only can be by providing enough Rigidity and strengthsConnect and set up its anti-seismic performance, displacement structure is not participated in design directly as controlling parameter, therefore cannot accurately estimate engineering knotThe actual anti-seismic performance of structure, while suffering from geological process, the shock resistance of structure is still likely not enough.
3, cannot control effectively to the distortion under engineering structure geological process. Design process fails to consider the hysteresis of structureCharacteristic, unpredictable structural damage mechanism, also cannot directly consider Internal Force Redistribution and the knot of structure in offset procedureThe degradation phenomena of structure strength and stiffness, is therefore difficult to hold the true strain reaction of structure under earthquake.
Summary of the invention
The object of the invention is the defect existing in order to overcome above-mentioned existing method for designing, provide a kind of engineering structure based on displacementSeismic Design Method. Method for designing of the present invention can specify the anti-seismic performance level of engineering structure, energy under geological processGuarantee shock resistance and the Earthquake occurrence control distortion reaction of engineering structure.
In order to achieve the above object, technical scheme of the present invention is:
The Seismic Design Method of engineering structure based on displacement, comprises the following steps:
(1) determine design specification acceleration response spectrum according to the primary condition such as seismic fortification intensity and site category, by designingSpecification acceleration response spectrum build different damping than time design flexibility displacement response spectrum;
(2), according to Preliminary design, determine the initial target displacement shape of engineering structure;
(3) according to initial target displacement shape, adopt equivalent linear method, elastoplasticity system with several degrees of freedom is reduced toElasticity system with several degrees of freedom;
(4) adopt vibration shape decomposition method to carry out vibration shape decomposition, integrating step (1) to simplifying the elasticity system with several degrees of freedom obtainingThe design flexibility displacement response spectrum obtaining, adopts modal combination rule to obtain the displacement of targets shape of engineering structure;
(5) by the displacement of targets shape of engineering structure, according to the equal principle of doing work under inertia force effect, elasticity is certainly manyBe reduced to equivalent single-degree-of-freedom system by degree system;
(6) carry out the Aseismic Design of equivalent single-degree-of-freedom system based on design flexibility displacement response spectrum, obtain equivalence freely singleThe Seismic Design power of degree system;
(7) the Seismic Design power of equivalent single-degree-of-freedom system is pressed and the proportional principle of elastic stiffness (or secant rigidity)Distribute to system with several degrees of freedom, carry out cross section checking computations and the Reinforcement Design of system with several degrees of freedom member;
(8) adopt new equivalent secant rigidity to be reduced to elasticity multiple degrees of freedom body to the system with several degrees of freedom through Reinforcement DesignSystem, solves new displacement of targets by step (4), and the comparison displacement of targets value size that solves for twice is guaranteed engineering structureDisplacement of targets convergence, ensures that engineering structure has enough displacement capacities.
Engineering structure described above be frame structure, shear wall structure, frame shear wall structure, frame supported shear wall structure,Tube-in-tube structure, framework-core wall structure, simply supported slab beam bridge, cantilever glider bridge, continuous bridge, T shape rigid frame bridge, suspension bridge,Cable-stayed bridge, suspension bridge, combined system birdge, television tower, oil storage tank, pylon, warehouse, water tower, pond, chimney, tunnel,Any in dam.
The Seismic Design Method of a kind of engineering structure of the present invention based on displacement has the following advantages and beneficial effect:
1. the performance level of engineering structure is clear and definite. Engineering structure performance objective is represented with displacement of targets, with engineering structureDisplacement of targets as design variable, initially with regard to the clear and definite performance level of engineering structure, can make engineering by design in designStructure reaches target performance level.
2. can guarantee the shock resistance of engineering structure. Adopt Aseismic Design based on displacement, by simple and effective method to workThe displacement of targets of journey structure under design earthquake effect makes an estimate, and obtains the target bit of engineering structure under expected earthquake effectThe value of moving, guarantees the shock resistance of engineering structure.
3. can control effectively to the distortion under engineering structure geological process. Using For Target Structural Displacement as design variable, knotStructure displacement of targets determine after computation structure bearing capacity again, carry out arrangement of reinforcement calculating, can make engineering structure in earthquake by designDisplacement response and displacement of targets under effect are close, and carry out effectively thereby realize the distortion under geological process to engineering structureControl.
Brief description of the drawings
Fig. 1 is FB(flow block) of the present invention;
Fig. 2 is the design flexibility displacement response spectrogram of the different damping ratio of employing in example 1 of the present invention.
Detailed description of the invention
Below in conjunction with drawings and Examples, the present invention is described in further detail.
As shown in Figure 1, the Seismic Design Method of a kind of engineering structure based on displacement, comprises the steps:
1. determine design specification acceleration response spectrum according to the primary condition such as seismic fortification intensity and site category, by design ruleModel acceleration response spectrum build different damping than time design flexibility displacement response spectrum.
Can obtain damping ratio according to the primary condition such as seismic fortification intensity and site category by earthquake resistant design code is 0.05Design specification acceleration response spectrum, is designated as Sa. Having damping ratio is 0.05 design flexibility displacement response spectrum Sd1For:
S d 1 = S a 4 π 2 T 2 - - - ( 1 )
Wherein, Sa-damping ratio is 0.05 design specification acceleration response spectrum, the T-cycle; Having damping ratio is the design bullet of ξProperty displacement response spectrum Sd(T, ξ) is:
S d ( T , ξ ) = S d 1 0.07 0.02 + ξ - - - ( 2 )
Wherein, ξ-damping ratio.
2. according to Preliminary design, determine the initial target displacement shape of engineering structure.
According to the Preliminary design result of engineering structure, determine the initial target displacement shape Δ of engineering structurei0
Δi0=δiHi(3)
Wherein, HiThe length of-i member, δi-design drift ratio, is taken as 2%.
3. according to initial target displacement shape, adopt equivalent linear method, elastoplasticity system with several degrees of freedom is reduced to elasticitySystem with several degrees of freedom.
Adopt equivalent linear method that elastoplasticity system with several degrees of freedom is reduced to elasticity system with several degrees of freedom, calculate equivalent secantRigidity
Keq,i=FyiΔi0(4)
Wherein, Keq,iThe equivalent secant rigidity of-i member, FyiThe yield force of-i member.
4. the elasticity system with several degrees of freedom that pair simplification obtains adopts vibration shape decomposition method to carry out vibration shape decomposition, and integrating step 1 obtainsDesign flexibility displacement response spectrum, adopt modal combination rule to obtain the displacement of targets shape of engineering structure.
I member is in displacement corresponding to j rank mode of oscillationi,jCan be expressed as:
Wherein,-i member is at j rank mode of oscillation coefficient, γj-linear elasticity system with several degrees of freedom j the vibration shape vibration shape participates inCoefficient, Sd(Tjj)-by j first order mode T natural vibration periodjWith damping ratio ξjIn design flexibility displacement response spectrum, obtainDisplacement. According to the SRSS(SquareRootoftheSumoftheSquares of modal combination) method, will be corresponding to multistageThe maximum displacement of the vibration shape is combined, and can obtain the position of the linear elasticity system with several degrees of freedom i member of considering multistage vibration shape impactMove ΔiFor
Δ i = Σ j = 1 x Δ i , j 2 - - - ( 6 )
Wherein, the exponent number of the vibration shape that x-gets, gets the nominal modes of accumulative total modal participating mass ratio correspondence more than 90%, by i memberDisplacementiCan determine the displacement of targets shape of engineering structure.
5. by the displacement of targets shape of engineering structure, according to the equal principle of doing work under inertia force effect, elasticity is how freeDegree system is reduced to equivalent single-degree-of-freedom system.
According to system with several degrees of freedom and the equivalent single-degree-of-freedom system equal principle of doing work, obtain equivalence single under inertia force effectFree degree system equivalent displacement ΔeqFor:
Δ eq = Σ i = 1 n m i Δ i 2 Σ i = 1 n m i Δ i - - - ( 7 )
Wherein, miThe quality of-i member, the quantity of n-member. Equivalent mass meqFor:
m eq = Σ i = 1 n m i Δ i Δ eq - - - ( 8 )
Equivalent damping ratio ξeqFor:
ξ eq = Σ i = 1 n ( F i Δ i Σ i = 1 n F i Δ i ) ξ eq , i - - - ( 9 )
Wherein, FiBe the Lateral Resistance of i member, ξeq,iBe the equivalent damping ratio of i member:
ξ eq , i = 0.05 + 1 π ( 1 - 1 - α μ i 0 - α μ i 0 ) - - - ( 10 )
Wherein, α-ratio of rigidity after bending, is taken as 0.05. μi0Be displacement ductility corresponding to i member initial target displacement, μi0Calculated by following formula:
μ i 0 = Δ i 0 Δ yi - - - ( 11 )
Wherein, Δi0The initial target displacement of-engineering structure, ΔyiThe initial yield displacement of-engineering structure i member.
6. carry out the Aseismic Design of equivalent single-degree-of-freedom system based on design flexibility displacement response spectrum.
By the equivalent displacement Δ of equivalent single-degree-of-freedom systemeqWith equivalent damping ratio ξeq, in design flexibility displacement response spectrum, canObtain the elasticity cycle T of equivalent single-degree-of-freedom systemeq, in conjunction with equivalent mass meqThe equivalence that obtains equivalent single-degree-of-freedom system is firmDegree KeqWith design power Feq, for
K ep = m eq ( 2 π T eq ) 2 - - - ( 12 )
Feq=KeqΔeq(13)
7. the Seismic Design power of equivalent single-degree-of-freedom system is pressed and divided to the proportional principle of elastic stiffness (or secant rigidity)Dispensing system with several degrees of freedom, the cross section of carrying out system with several degrees of freedom member checks and Reinforcement Design.
First judge the yield situation of member, get elastic stiffness for not surrendering member, for getting in elastic-plastic behavior memberThe secant rigidity at corresponding displacement of targets place, by the design power F of equivalent single-degree-of-freedom systemeqBy becoming ratio with the rigidity of each bridge pierExample principle distribution design power Fi,FiCalculated by following formula:
F i = K eq , i Δ i Σ i = 1 n K eq , i Δ i F eq - - - ( 14 )
Wherein, ΔiObtained K by formula (6)eq,iBe the rigidity of i member, Keq,iCalculated by following formula:
K eq , i = K e , i Δ i ≤ Δ yi 1 + αμ i - α μ i K e , i Δ i > Δ yi - - - ( 15 )
Wherein,μiThe displacement ductility that member displacement of targets is corresponding, Δyi-engineering structure i member initialYield displacement, α-ratio of rigidity after bending, is taken as 0.05.Ke,iThe elastic stiffness of i member, E-structurePart elastic modelling quantity, Ie,i-cross section cracking the moment of inertia corresponding to when surrender, HiThe length of-i member. Calculate by formula (14)Design power FiCarry out cross section checking computations and the Reinforcement Design of member.
8. the system with several degrees of freedom of pair process Reinforcement Design adopts new equivalent secant rigidity to be reduced to elasticity system with several degrees of freedom,Solve new displacement of targets by the 4th step, compare the displacement of targets value size solving for twice, guarantee the displacement of targets of engineering structureConvergence, ensures that engineering structure has enough displacement capacities.
To the member through Reinforcement Design, can obtain the yield force F ' of memberyi, by F 'yiAnd ΔiSubstitution formula (4), calculatesNew equivalent secant rigidity is many to adopting new equivalent secant rigidity to be reduced to elasticity through the system with several degrees of freedom of Reinforcement DesignFree degree system, solves new displacement of targets Δ by step (4)i1, the displacement of targets value size (Δ relatively solving for twiceiWithΔi1), judge whether displacement of targets restrains, if design end of convergence, otherwise with Δi1For new displacement of targets carries out 5-8The calculating of step, continues iteration until convergence.
Further illustrate method for designing of the present invention with instantiation below.
Example 1: adopt Seismic Design Method of the present invention to carry out Aseismic Design to a continuous bridge, design condition is: connectContinuous beam bridge spanning is 4 × 50m, and pier stud height is respectively 5m, 7m, and 11m, beam body linear mass is 12.445t/m,Superstructure of continuous beam bridge gross mass is 2489t, and bridge pier adopts circular cross-section, and diameter of section is 1.5m, and bridge pier concrete is adoptedUse C30 concrete, modulus of elasticity of concrete is 25GPa, and vertical muscle adopts the HRB335 longitudinal reinforcement of diameter 30mm, continuouslyThe horizontal bending resistance the moment of inertia of beam bridge is 37m4, floorings cross-sectional area 4.12m2, pier cap beam sectional dimension is wide 2m, height1.5m, bent cap adopts C30 concrete, and the vertical muscle ratio of reinforcement in bent cap cross section is 2.28%. Seismic fortification intensity is 8 degree, waterPut down to the moving acceleration peak value A=0.4g of basic seismic design, III class place.
The computational process that method for designing according to the present invention designs is as follows:
1. determine design specification acceleration response spectrum according to the primary condition such as seismic fortification intensity and site category, by design ruleModel acceleration response spectrum build different damping than time design flexibility displacement response spectrum.
According to " Seismic Design of Highway Bridges detailed rules and regulations " (JTGTB02-01-2008), obtaining damping ratio by primary condition is 0.05Design specification acceleration response spectrum be
S a = 11.466 ( 5.5 T + 0.45 ) T < 0.1 11.466 0.1 &le; T &le; 0.45 11.466 ( 0.45 / T ) T > 0.45
Can obtain damping ratio by formula (1) is 0.05 design flexibility displacement response spectrum Sd1For
S d 1 = ( 1.6 T + 0.13 ) T 2 T < 0.1 0.29 T 2 0.1 &le; T &le; 0.45 0.13 T T > 0.45
By formula (2) can obtain different damping than time design flexibility displacement response spectrum, as shown in Figure 2, Fig. 2 has provided damping ratioBe 0.05,0.1,0.15,0.2 and 0.3 o'clock corresponding design flexibility displacement response spectrum.
2. according to Preliminary design, determine the initial target displacement shape of engineering structure.
As shown in table 1 according to the structure initial target displacement that formula (3) is definite.
The initial target displacement of table 1 engineering structure
3. according to initial target displacement shape, adopt equivalent linear method, elastoplasticity system with several degrees of freedom is reduced to elasticitySystem with several degrees of freedom.
4. the elasticity system with several degrees of freedom that pair simplification obtains adopts vibration shape decomposition method to carry out vibration shape decomposition, integrating step (1)The design flexibility displacement response spectrum obtaining, adopts modal combination rule to obtain the displacement of targets shape of engineering structure. The vibration shape is decomposedThe results are shown in Table 2.
The cycle of table 2 continuous bridge and modal participating mass ratio
Calculate the displacement of targets that obtains engineering structure in table 3 by formula (5), formula (6).
Table 3 continuous bridge displacement of targets
5. by the displacement of targets of engineering structure, according to the equal principle of doing work under inertia force effect, by elasticity multiple degrees of freedom bodySystem is reduced to equivalent single-degree-of-freedom system.
Obtain equivalent single-degree-of-freedom system equivalent displacement Δ by formula (7)eq=0.258m.
Obtain equivalent single-degree-of-freedom system equivalent mass m by formula (8)eq=1569t.
6. carry out the Aseismic Design of equivalent single-degree-of-freedom system based on design flexibility displacement response spectrum, obtain equivalent single-degree-of-freedom bodyThe Seismic Design power of system.
Can determine equivalent single-degree-of-freedom system elasticity cycle T in conjunction with design flexibility displacement response spectrumeq=1.97s, by formula (12),Formula (13) can calculate equivalent single-degree-of-freedom system design power Feq=4117.3kN。
7. the Seismic Design power of equivalent single-degree-of-freedom system is distributed by principle proportional to elastic stiffness (or secant rigidity)Give system with several degrees of freedom, carry out cross section checking computations and the Reinforcement Design of system with several degrees of freedom member.
By equivalent single-degree-of-freedom system design power FeqThe design moment of distributing to three bridge piers of continuous bridge by formula (14) successivelyFor: 9373kNm, 9627kNm, 9537kNm. Three bridge piers of continuous bridge are carried out to Reinforcement Design.
8. the system with several degrees of freedom of pair process Reinforcement Design adopts new equivalent secant rigidity to be reduced to elasticity system with several degrees of freedom,Solve new displacement of targets by step (4), compare the displacement of targets value size solving for twice, guarantee the target of engineering structureDisplacement convergence, ensures that engineering structure has enough displacement capacities. Design calculation result is in table 4.
Table 4 design calculation result (unit: m)
Visible, design through method for designing of the present invention the continuous bridge obtaining, the displacement of targets of pier stud is restrained. To establishingMeter structure adopts non-linear dynamic Time-History Analysis Method to analyze, by ten of the artificial generation of design specification acceleration response spectrumGroup seismic wave time-histories record input continuous bridge carries out the calculating of non-linear dynamic time-history analysis, gets the mean value of result of calculation,Arrive the seismic displacement response of continuous bridge, can find out, the structure obtaining by method of the present invention design, it is on design groundDisplacement deformation under shake effect and displacement of targets are very approaching, and displacement of targets is greater than the displacement structure under design earthquake effectDistortion, has ensured that engineering structure has enough displacement capacities.

Claims (1)

1. the Seismic Design Method of engineering structure based on displacement, is characterized in that, comprises the steps:
(1) determine design specification acceleration response spectrum according to seismic fortification intensity and site category primary condition, with China's antidetonationFortification intensity and ground motion parameter zoning map data are standard, by design specification acceleration response spectrum build different damping than time establishMeter elastic displacement response spectrum;
(2) according to Preliminary design, determine the initial target displacement shape of engineering structure, initial target displacement is taken advantage of with member lengthObtain with coefficient calculations;
(3) according to initial target displacement shape, adopt equivalent linear method, elastoplasticity system with several degrees of freedom is reduced to bulletProperty system with several degrees of freedom;
(4) adopt vibration shape decomposition method to carry out vibration shape decomposition, integrating step (1) to simplifying the elasticity system with several degrees of freedom obtainingThe design flexibility displacement response spectrum obtaining, adopts modal combination rule to obtain the displacement of targets shape of engineering structure;
(5) by the displacement of targets shape of engineering structure, according to the equal principle of doing work under inertia force effect, elasticity is how freeDegree system is reduced to equivalent single-degree-of-freedom system;
(6) carry out the Aseismic Design of equivalent single-degree-of-freedom system based on design flexibility displacement response spectrum, obtain equivalent single-degree-of-freedomThe Seismic Design power of system;
(7) the Seismic Design power of equivalent single-degree-of-freedom system is pressed and divided to the proportional principle of elastic stiffness (or secant rigidity)Dispensing system with several degrees of freedom, the cross section of carrying out system with several degrees of freedom member checks and Reinforcement Design;
(8) adopt new equivalent secant rigidity to be reduced to elasticity system with several degrees of freedom to the system with several degrees of freedom through Reinforcement Design,Solve new displacement of targets by step (4), compare the displacement of targets value size solving for twice, guarantee the target bit of engineering structureMove convergence, ensure that engineering structure has enough displacement capacities;
Wherein the engineering structure described in step (2), (4), (5) and (8) be frame structure, shear wall structure, framework-Any one in shear wall structure, frame supported shear wall structure, tube-in-tube structure, framework-core wall structure.
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