CN110414183A - Configure the pipe gallery Aseismic Analytical Method of FRP tendons - Google Patents
Configure the pipe gallery Aseismic Analytical Method of FRP tendons Download PDFInfo
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Abstract
The invention discloses a kind of pipe gallery Aseismic Analytical Methods for configuring FRP tendons, using structural response of the pipe gallery of analysis of finite element method configuration FRP tendons under geological process, for reflecting time of day of the pipe gallery under geological process, the following steps are included: step 1, it determines soil model zoning, ARTIFICIAL BOUNDARY is set；Step 2 establishes model unit；Step 3 determines earthquake load；Step 4 verifies soil boundary condition；Step 5 carries out model analysis；Step 6 verifies the reasonability of finite element method；Step 7 carries out finite element analysis to practical problem using the above method.Problem involved in pipe gallery aseismic analysis is carried out careful processing by the present invention, can be accurately reflected the time of day of pipe gallery, be improved the precision of finite element analysis, makes to analyze result with more reliability.
Description
Technical field
The invention belongs to Geotechnical Engineering fields, be related to technology of numerical simulation, and in particular to a kind of configuration FRP tendons
Pipe gallery Aseismic Analytical Method.
Background technique
Urban Underground pipe gallery is a kind of concrete box type structure, and general shallow embedding is in urban road hereinafter, being a kind of allusion quotation
The underground structure of type.The structure of some principal rods using special material needs to consider influence of the internal principal rod to structure, example
Such as FRP tendons.FRP, fibre-reinforced plastics are the abbreviations of English (Fiber Reinforced Plastics), and FRP is compound
Material is the high-performance profile material formed after being mixed according to a certain percentage by fibrous material with basis material.General FRP has matter
Light and hard, non-conductive, high mechanical strength recycles few, the characteristics such as corrosion-resistant.
The existing earthquake research method of underground structure constantly improve, and there are mainly three types of earthquake research methods, i.e., theory analysis,
Test simulation and finite element analysis.It is largely simplified, approximate due to needing to carry out actual conditions in theory analysis, so
To a certain extent, there is certain difference with actual conditions.In model test and prototype measurement, Large Underground Structure is carried out
In-situ test and large vibration table reduced scale test need to furnish funds for huge human and material resources and financial resources.It is at full speed with computer technology
Development and dynamic finite element method reach its maturity, and a large amount of sides for carrying out numerical simulation to actual condition using computer occur
Method, to carry out aseismic analysis.
Finite element method simulates the dynamic characteristics of the actual size structure under Various Complex operating condition, can be preferable
The overall process that pipe gallery entirely destroys is simulated, provides a kind of rationally reliable method for the Aseismic Design of pipe gallery.But
It is that the constitutive model of the different components in software and material parameter can only approximate simulation practical structures, the soil body.In addition to this, also
There is some soil bodys-structure contact attribute, ARTIFICIAL BOUNDARY, input mode of damping parameter and seismic wave etc. also while influencing
Numerical simulation result.Rationally determine that these parameters help to react the true stress shape of pipe gallery to Practical Project numerical simulation
The accuracy of state.For the setting of finite element software modeling pre-treatment, not only need to calculate practical structures analysis and software
Theoretical knowledge, while also needing by constantly being operated various complicated examples so that skilled use.
Common pipe gallery anti-shock methods in engineering now only carry out single treatment to problem, carry out research structure with this
Seismic response, analogy method is too simple, coarse, cause analyze result accuracy it is lower, pipe gallery cannot be reflected on ground
Time of day under shake effect, the result being calculated do not have reference value, cannot instruct Practical Project.
Summary of the invention
For the above-mentioned problems in the prior art and deficiency, the present invention provides a kind of integrated pipes for configuring FRP tendons
Problem involved in pipe gallery aseismic analysis is carried out careful processing, can accurately reflected comprehensive by corridor Aseismic Analytical Method
The time of day for closing piping lane, improves the precision of finite element analysis, makes to analyze result with more reliability.
For this purpose, the invention adopts the following technical scheme:
A kind of pipe gallery Aseismic Analytical Method configuring FRP tendons, using the synthesis of analysis of finite element method configuration FRP tendons
Structural response of the piping lane under geological process, for reflecting time of day of the pipe gallery under geological process, including following step
It is rapid:
Step 1 determines soil model zoning, and ARTIFICIAL BOUNDARY is arranged；
Step 2 establishes model unit；
Step 3 determines earthquake load；
Step 4 verifies soil boundary condition；
Step 5 carries out model analysis；
Step 6 verifies the reasonability of finite element method；
Step 7 carries out finite element analysis to practical problem using the above method.
Preferably, in step 1, soil model is divided near field and far field two parts, and near field is mainly the soil body and pipe gallery
The analyzed area of the two composition, using Finite Element；Far field is to carry out simplified part other than analyzed area, by semo-infinite
Space body is simplified to Artificial Boundaries, is simulated using infinite element unit.
In the component models of finite element software, infinite element boundary demarcation is gone out by cutting option in soil model
Come, infinite element Artificial Boundaries are arranged at the both ends that seismic wave applies direction, and top is not provided with, and in different directions overlapping
Analyzed area angle point is connected with infinite element angle point, in all directions end, there can be no the coincidences of infinite element unit.
In attribute module, infinite element unit is set to the cell type of entity, homogeneous, and soil body material is assigned
In infinite element unit.In mesh module, infinite element Artificial Boundaries are covered with seed, seed is configured by element number, will
Number of grid is set as 1.C3D8R is set by infinite element unit grid attribute.
Finally, in the INP file of established model output, by the cell type of infinite element unit in INP file
C3D8R is modified as CIN3D8, and regroups node, and making node serial number towards writing counterclockwise, to reach grid direction outside, protects
It deposits to form new INP file, resubmits calculating.
Preferably, apply an attenuation function and wave transmission function in infinite element unit to realize actual conditions, i.e., instead
Boundary is reflected to receive the decaying of the fluctuation of the soil body after dynamic load and fluctuate the property of the Vibration propagation in the soil body；
The function expression at any point and its solution in the soil body are as follows:
σij=λ εijδij+2Gεij=E (f '1+f′2)
In formula, ρ is density,For acceleration, σ is stress, and x is coordinate, εijFor strain, λ, G are Lame constants, and E is bullet
Property modulus；
The case where for small deformation, obtains the function being displaced about position:
ui=f (x ± cit)
When Wave transmission is to Artificial Boundaries, incidence wave is ui=f (x-ciT), back wave are as follows:
ui=f (x+cit)
Introduce the damping parameter d in certain directioni, by Artificial Boundaries be arranged on damp after:
When meeting σijWhen=σ ', incidence wave is damped absorption completely, and back wave, i.e. f ' is not present1=f '2=0, function table
Up to formula are as follows:
E(f′1+f′2)=- dic(f′1+f′2)
Damped in infinite element are as follows:
di=ρ ci
According to damping property and propagation characteristic in infinite element unit, it is specified that its set-up mode.
Preferably, in step 2, in element attribute, longitudinal rib and distributing reinforcement model are established, types of models is three-dimensional line
Unit；In attribute module, truss is set by the force-bearing types of principal rod, a variety of materials are created according to principal rod material and shape
Expect attribute and cross-sectional area, and assigns on different principal rods.
Preferably, in step 3, earthquake load will be accelerated using displacement input form used by traditional earthquake load
Degree time-history curves integrate and obtain being displaced time-history curves accordingly after carrying out base wavelet, by displacement time-history curves amplitude modulation
Value, makes its acceleration amplitude before integral meet code requirement.
When actual seismic occurs, the geological process that underground structure is subject to is transmitted in structure by rock motion, institute
With in underground structure numerical simulation analysis, soil layer model bottom is typically chosen as bedrock surface, and earthquake load is then from surface of bedrock (mould
Type bottom) it is parallel to surface of bedrock input.
Preferably, in step 4, soil boundary range is set to: soil body top surface is the free boundary of the soil body, soil body two sides
And bottom surface is extended surface boundary, three face distance structures are not less than pipe gallery at three times of direction effective dimensions；Soil model
After size determines, by soil model size and soil body constitutive parameter, setting earthquake incidence wave for displacement curve f (t)=
0.1sin (4 π t) applies in the parallel bedrock surface of model bottom, and Artificial Boundaries are infinite element unit；Choose free margins at the top of the soil body
Boundary central point A and soil body bottom centre point B carry out displacement result comparison, meet amplitude twice of A B.
Preferably, in step 5, it is used to determine the vibration characteristics of structure by model analysis, obtains integrally-built vibration
The information such as type, frequency, period, determine site category, calculate each soil layer Rayleigh damping parameter.
It is damped preferably for each component, the first order frequency of structure f can be calculated by material parameter1With the second order frequency
f2；It is ω that the first rank circular frequency, which is calculated,1With second-order circular frequency ω2；The soil body is damped using Rayleigh, by each soil layer etc.
Rayleigh damping parameter α, β of each soil layer is calculated in effect damping ratio.
Preferably, in step 6, using basic finite element method, other experts and scholars are completed using the above method
Shaketalle test carries out numerical simulation, the data targets such as stress, strain, acceleration is chosen, by finite element result and test result
It compares, determines error range, to verify the reasonability of finite element method.
Preferably, it has been translated into according to above-mentioned existing finite element method in conjunction with practical pipe gallery engineering
Meta-model is limited, and aseismic analysis is carried out to practical pipe gallery.
Compared with prior art, the beneficial effects of the present invention are:
(1) soil boundary in pipe gallery Fem Analysis of Anti-seismic has been comprehensively considered, refinement models, seismic (seismal is selected
Etc. key factors, accurately reflected the time of day of pipe gallery, improved the precision of finite element analysis, obtained have engineering
The analog result of directive significance.
(2) there is no special requirement to finite element software, the analysis result of different finite element softwares does not have notable difference, fits
It is preferable with property.
(3) it calculates easy analysis and as a result reliably provides important reference for the design and construction of pipe gallery, save
A large amount of human and material resources and financial resources.
Detailed description of the invention
Fig. 1 is a kind of flow chart of pipe gallery Aseismic Analytical Method for configuring FRP tendons provided by the present invention.
Fig. 2 is that uniform place calculates schematic diagram in the present invention.
Fig. 3 is land movement output point timeamplitude map in the embodiment of the present invention.
Fig. 4 a is first step mode bending vibation mode picture in model analysis of the embodiment of the present invention.
Fig. 4 b is second-order Mode Shape figure in model analysis of the embodiment of the present invention.
Fig. 5 is displacement earthquake load diagram used by the embodiment of the present invention.
Fig. 6 is the soil body used by the embodiment of the present invention and structural interaction finite element model figure.
Fig. 7 is Artificial Boundaries infinite element unit arrangement principle figure of the present invention.
Fig. 8 is that finite element method of the present invention verifies used Shaking Table Test Model overall diagram.
Fig. 9 is the reinforcing bar bottom outside strain comparative result figure of simulating vibration table test of the present invention.
Figure 10 is pipe gallery Stress Map in calculated result of the embodiment of the present invention.
Figure 11 is the outer ply stress trend graph of pipe gallery top rebars in calculated result of the embodiment of the present invention.
Figure 12 is pipe gallery roof Stress trend graph in calculated result of the embodiment of the present invention.
Specific embodiment
With reference to the accompanying drawing and specific embodiment come the present invention will be described in detail, specific embodiment therein and explanation only
For explaining the present invention, but it is not as a limitation of the invention.
As shown in Figure 1, the invention discloses a kind of pipe gallery Aseismic Analytical Methods for configuring FRP tendons, using finite element
Structural response of the pipe gallery of method analysis configuration FRP tendons under geological process, for reflecting pipe gallery in geological process
Under time of day, comprising the following steps:
Step 1 determines soil model zoning, and ARTIFICIAL BOUNDARY is arranged；
Step 2 establishes model unit；
Step 3 determines earthquake load；
Step 4 verifies soil boundary condition；
Step 5 carries out model analysis；
Step 6 verifies the reasonability of finite element method；
Step 7 carries out finite element analysis to practical problem using the above method.
Specifically, by taking ABAQUS finite element software as an example, analytic process is main are as follows:
1. component: overall model is broadly divided into three parts, i.e. soil model, pipe gallery model, principal rod model, point
It Chuan Li not component.The analysis feature of each component is set, is modeled respectively according to corresponding size, interior compartment, soil layer are pressed
As requested carries out cutting, and every part is set up to set.
2. attribute: creation material properties, including density, elastic parameter, plastic etc..Create section form, integrated pipe
Corridor and soil body part use entity, homogeneous type, and each principal rod uses beam, trass-spar type.Then corresponding material properties are pressed
Model is assigned according to set.
3. assembly: by functions such as movement, rotation, linear arrays, by principal rod, pipe gallery model and soil model according to
Physical location is assembled, and an entirety is formed.
4. analysis step: selecting suitable analysis step, such as kinematic analysis that power-is selected implicitly to analyze according to analysis type
Power-frequency analysis step is selected in step, model analysis.
General analysis step is divided into two parts, first carries out crustal stress equilibrium analysis step, then carries out the implicit analysis step of power-.
The setting of analysis step influences field output and exports with course, and the sound of structure after failure under earthquake action is carried out from the way of output of analysis result
It answers, the when a length of earthquake of the implicit analysis step of power-loads duration.
5. interaction: integral stress entirety is arranged by interaction in different components, coordinates every part stress, phase
Mutually influence.Related interaction includes the CONTACT WITH FRICTION of pipe gallery and the soil body, the built-in list of pipe gallery and principal rod
Member, the binding interaction between different principal rod positions.
6. load: applying gravity laod to overall model first, then apply earthquake lotus in the implicit analysis step of power-
It carries.The amplitude curve input that earthquake load is selected, and carried out amplitude modulation and meet requirements for fortification against earthquake, application position is to calculate
At region bottom end i.e. Practical Project basement rock, and provide loading direction.Finally boundary condition is handled, it is fixed corresponding
The processing of load bearing part is completed on boundary.
7. grid: pipe gallery, principal rod and the soil body are asked according to analysis precision to be configured, close for analysis part grid
Degree needs setting closeer, the soil body mesh-density far from analysis part can be set relatively thick.By the grid property of every part
It is provided according to modeling type, for example the soil body uses T3D2 using C3D8, principal rod, and it is close with grid to be provided with grid property
Grid is generated after degree.
8. operation: established model being generated inp file, the keyword of infinite element part in inp file is repaired
Change, update infinite element cell node, makes cell orientation from inside to outside at divergence form.Editing operating title, is resubmited
The inp file completed is modified, completes to carry out analytic operation after checking.
9. visualization: this is the final step of finite element analysis software processing, and meter is extracted by result visualization method
Calculate data file, comprising: the whole Stress Map with each component, in pipe gallery model key position with seismic time position
Shifting-time graph, displacement curve etc. of the model along a certain path.
Embodiment
The response of one single chamber pipe gallery antidetonation is analyzed using ABAQUS finite element software, illustrates to configure FRP with this
The pipe gallery Aseismic Analytical Method of principal rod.
(1) model foundation.The nothing that length is 5m is arranged having a size of wide 44m, high 25m, soil body bottom and both ends in soil model
First boundary is limited, pipe gallery is having a size of wide 4m, high 3m, wall thickness 0.4m, pipe gallery buried depth 2.0m.FRP tendons diameter selects 20mm.
Pipe gallery ditch body uses CDP Constitutive Model for Concrete, and concrete strength C30, remaining parameter is as shown in table 1；The soil body uses
Mohr-Coulomb constitutive model, material parameter are as shown in table 2；FRP tendons select elastic constitutive model model, and material is set as no pressure
Contracting, material parameter are shown in Table 3.And assembled according to physical location, the soil body and pipe gallery contact surface are arranged to CONTACT WITH FRICTION,
FRP tendons are embedded in inside pipe gallery.
1 damages of concrete structures plasticity model parameter of table
2 soil body Mohr-Coulomb model parameter of table
3 FRP tendons model parameter of table
(2) soil boundary condition Verification.Apply the incidence wave of any one displacement function form, parallel base in structural base
Rock is incident, chooses soil model Free Surface midpoint A and soil model bottom midpoint B, as shown in Figure 2.Compare the displacement of the two
Amplitude, if 2 times of the amplitude that the amplitude for meeting A is about B, the soil body is available, on the contrary then need to modify soil model size, is allowed to
It meets the requirements, as shown in Figure 3.
(3) model analysis.In analysis step module, model analysis analysis step is selected, output result is set as first five order
According to taking preceding two first order modes figure, as shown in figures 4 a and 4b.Site category is determined according to the natural frequency of vibration, and then selects earthquake load,
And the damping parameter of every layer soil body is calculated by first natural frequency of vibration and second natural frequency of vibration, by damping parameter in attribute module
Assign each component.
As seen from the figure, the first order frequency f1=0.71396s-1, the second order frequency f2=1.4117s-1, obtain the first rank circle
Frequency is ω1=4.486rad/s, ω2=8.860rad/s, each model are all made of Rayleigh damping.By taking the soil body damps as an example,
Take equivalent damping ratio ξ1=ξ2=0.2, according toIt is availableHave α=
0.0299, β=1.1912, structure each section damping parameter is thus calculated, and be input in material properties.
(4) analysis step and earthquake load are determined.Analysis step is divided into two parts, first carries out crustal stress equilibrium analysis step, so
The laggard implicit analysis step of action edge-.Crustal stress equilibrium analysis walks the time as 1s, and the power-implicit analysis step time is 15s.
Gravity laod is applied to overall model in crustal stress balance and the implicit analysis step of power-, is implicitly analyzed in power-
Apply earthquake load in step.Acceleration-time curve is integrated to obtain displacement time-history curves curve, as shown in figure 5, earthquake load
Soil model bottom is applied in the form of displacement input.Overall model, which is established, to be completed, as shown in Figure 6.
(5) grid dividing and the setting of infinite element unit.Pipe gallery, principal rod and the soil body require to carry out according to analysis precision
The grid property of setting, soil model and pipe gallery model is CPE4, FRP tendons T3D2, and is incited somebody to action in the INP file of generation
The cell type CPE4P of infinite element unit is modified as CINPE4, and regroups node, makes node serial number towards writing counterclockwise
Reach that grid direction is outside, preservation forms new INP file, as shown in fig. 7, resubmiting calculating.
(6) verifying of finite element method.The method formed is applied on shaketalle test, shake table is tried
It tests using finite element method for simulating, determines finite element error range, verify the reasonability of finite element method.
The present invention select Tongji University doctor Li Xiaojun deliver " underground pipe gallery large-scale shaking table proportional model test is ground
Study carefully " in shaketalle test carry out finite element modelling.The soil body is having a size of 4m × 1.8m × 2.37m, the long 1.3m of model structure, section
Outside dimension is 0.6m × 0.6m, wall thickness 37.5mm.Model structure is poured using reinforcing bar pea gravel concreten, and concrete grade is
C30, reinforcing bar use plain bar, diameter 6mm.Test intended uses incoming wave of the El-Centro wave as shake table.El-
The original peaks acceleration of Centro wave is 0.3417g (g is acceleration of gravity, similarly hereinafter), and 54s when record is held, macroseism part is held
The continuous time is about 26s, chooses the operating condition of 1.0gEl-Centro wave input.
With reference to the numerical value of Soil's properties tests in text, Soil Parameters value is as follows: density 1800kg/m3, elasticity modulus are
20Mpa, Poisson's ratio 0.3, cohesive strength 24.4Kpa, 27.9 ° of internal friction angle.Soil model uses MC model, according to test material
Material and size establish Abaqus model, and overall model is as shown in Figure 8.
Reinforcing bar strain data result is compared and analyzed, control errors are within 20%.Finite element analysis is able to reflect
The Dynamic response characteristic of structure, the two data result are not much different, and can be built with approximate simulation actual conditions to verify the present invention
It is as shown in Figure 9 to choose floor points outside comparing result for the reasonability of mould calculation method.
Antidetonation response analysis is carried out using pipe gallery of the mature finite element method to configuration FRP tendons, extracts meter
Calculate as a result, in the Stress Map of comprehensive study piping lane, pipe gallery model key position with seismic time displacement-time curve
And model analyzes stress etc. of the practical structures under true geological process along the displacement curve in a certain path with this, point
Not as shown in Figure 10-Figure 12.
The foregoing is merely presently preferred embodiments of the present invention, is not intended to restrict the invention, it is all in spirit of the invention and
Made any modification, equivalent replacement and improvement etc., should all be included in the protection scope of the present invention within spirit.
Claims (10)
1. a kind of pipe gallery Aseismic Analytical Method for configuring FRP tendons, using the integrated pipe of analysis of finite element method configuration FRP tendons
Structural response of the corridor under geological process, for reflecting time of day of the pipe gallery under geological process, it is characterised in that: packet
Include following steps:
Step 1 determines soil model zoning, and ARTIFICIAL BOUNDARY is arranged；
Step 2 establishes model unit；
Step 3 determines earthquake load；
Step 4 verifies soil boundary condition；
Step 5 carries out model analysis；
Step 6 verifies the reasonability of finite element method；
Step 7 carries out finite element analysis to practical problem using the above method.
2. a kind of pipe gallery Aseismic Analytical Method for configuring FRP tendons according to claim 1, it is characterised in that: step
In one, soil model is divided near field and far field two parts, and near field is mainly the analyzed area of both the soil body and pipe gallery composition,
Using Finite Element；Far field is to carry out simplified part other than analyzed area, and semi-infinite space is simplified to artificial side
Boundary is simulated using infinite element unit.
3. a kind of pipe gallery Aseismic Analytical Method for configuring FRP tendons according to claim 2, it is characterised in that: in nothing
It limits and applies an attenuation function and wave transmission function in first unit to realize actual conditions, is i.e. reflection boundary receives dynamic load
The property of decaying and the fluctuation Vibration propagation in the soil body of the fluctuation of the soil body afterwards；
The function expression at any point and its solution in the soil body are as follows:
σij=λ εijδij+2Gεij=E (f1'+f2')
In formula, ρ is density,For acceleration, σ is stress, and x is coordinate, εijFor strain, λ, G are Lame constants, and E is springform
Amount；
The case where for small deformation, obtains the function being displaced about position:
ui=f (x ± cit)
When Wave transmission is to Artificial Boundaries, incidence wave is ui=f (x-ciT), back wave are as follows:
ui=f (x+cit)
Introduce the damping parameter d in certain directioni, by Artificial Boundaries be arranged on damp after:
When meeting σijWhen=σ ', incidence wave is damped absorption completely, and back wave, i.e. f is not present1'=f2'=0, function expression
Are as follows:
E(f1'+f2')=- dic(f1'+f2')
Damped in infinite element are as follows:
di=ρ ci
According to damping property and propagation characteristic in infinite element unit, it is specified that its set-up mode.
4. a kind of pipe gallery Aseismic Analytical Method for configuring FRP tendons according to claim 1, it is characterised in that: step
In two, in element attribute, longitudinal rib and distributing reinforcement model are established, types of models is three-dimensional line unit；It, will in attribute module
The force-bearing types of principal rod are set as truss, create multiple material attribute and cross-sectional area according to principal rod material and shape,
And it assigns on different principal rods.
5. a kind of pipe gallery Aseismic Analytical Method for configuring FRP tendons according to claim 1, it is characterised in that: step
In three, earthquake load is gone forward side by side the integral of acceleration-time curve used by traditional earthquake load using displacement input form
It obtains being displaced time-history curves accordingly after row base wavelet, by displacement time-history curves amplitude modulation value, making its adding before integral
Velocity amplitude meets code requirement.
6. a kind of pipe gallery Aseismic Analytical Method for configuring FRP tendons according to claim 1, it is characterised in that: step
In four, soil boundary range is set to: soil body top surface is the free boundary of the soil body, and soil body two sides and bottom surface are extended surface boundary,
Three face distance structures are not less than pipe gallery at three times of direction effective dimensions；After soil model size determines, pass through the soil body
Moulded dimension and soil body constitutive parameter, setting earthquake incidence wave is displacement curve f (t)=0.1sin (4 π t), in model bottom
Parallel bedrock surface applies, and Artificial Boundaries are infinite element unit；It chooses in soil body top free boundary central point A and soil body bottom
Heart point B carries out displacement result comparison, meets amplitude twice of A B.
7. a kind of pipe gallery Aseismic Analytical Method for configuring FRP tendons according to claim 1, it is characterised in that: step
In five, it is used to determine the vibration characteristics of structure by model analysis, obtains the information such as the integrally-built vibration shape, frequency, period, really
Determine site category, calculates each soil layer Rayleigh damping parameter.
8. a kind of pipe gallery Aseismic Analytical Method for configuring FRP tendons according to claim 7, it is characterised in that: for
Each component damping, can be calculated the first order frequency of structure f by material parameter1With the second order frequency f2；The first rank circle frequency is calculated
Rate is ω1With second-order circular frequency ω2；The soil body is damped using Rayleigh, and each soil layer is calculated by each soil layer equivalent damping ratio
Rayleigh damping parameter α, β.
9. a kind of pipe gallery Aseismic Analytical Method for configuring FRP tendons according to claim 1, it is characterised in that: step
In six, using basic finite element method, shaketalle test is completed to other experts and scholars using the above method and carries out numerical value
Simulation chooses the data targets such as stress, strain, acceleration, finite element result and test result is compared, determine error model
It encloses, to verify the reasonability of finite element method.
10. a kind of pipe gallery Aseismic Analytical Method for configuring FRP tendons according to any one of claim 1 to 9, special
Sign is: being translated into finite element mould in conjunction with practical pipe gallery engineering according to above-mentioned existing finite element method
Type, and aseismic analysis is carried out to practical pipe gallery.
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| CN111046468A (en) * | 2019-12-12 | 2020-04-21 | 悉地（苏州）勘察设计顾问有限公司 | Underground comprehensive pipe gallery anti-seismic design method |
| CN111859758A (en) * | 2020-07-21 | 2020-10-30 | 湖北文理学院 | Power artificial boundary condition setting method and system and safety evaluation method and system |
| CN111967075A (en) * | 2020-07-10 | 2020-11-20 | 中国核电工程有限公司 | Structural analysis method and device for pressure-bearing anti-seismic rectangular air pipe |
| CN112560311A (en) * | 2020-12-17 | 2021-03-26 | 中航沈飞民用飞机有限责任公司 | Method for quickly and automatically extracting structure information and analyzing and optimizing structure |
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| CN110346105A (en) * | 2019-07-15 | 2019-10-18 | 北京工业大学 | Directly underground structure response model test method under percussion |
| CN111046468A (en) * | 2019-12-12 | 2020-04-21 | 悉地（苏州）勘察设计顾问有限公司 | Underground comprehensive pipe gallery anti-seismic design method |
| CN111967075A (en) * | 2020-07-10 | 2020-11-20 | 中国核电工程有限公司 | Structural analysis method and device for pressure-bearing anti-seismic rectangular air pipe |
| CN111967075B (en) * | 2020-07-10 | 2024-02-02 | 中国核电工程有限公司 | Structural analysis method and device for pressure-bearing anti-seismic rectangular air pipe |
| CN111859758A (en) * | 2020-07-21 | 2020-10-30 | 湖北文理学院 | Power artificial boundary condition setting method and system and safety evaluation method and system |
| CN112560311A (en) * | 2020-12-17 | 2021-03-26 | 中航沈飞民用飞机有限责任公司 | Method for quickly and automatically extracting structure information and analyzing and optimizing structure |
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