CN107577890A - The analysis method and system of underground structure antidetonation collapse capacity - Google Patents
The analysis method and system of underground structure antidetonation collapse capacity Download PDFInfo
- Publication number
- CN107577890A CN107577890A CN201710843771.0A CN201710843771A CN107577890A CN 107577890 A CN107577890 A CN 107577890A CN 201710843771 A CN201710843771 A CN 201710843771A CN 107577890 A CN107577890 A CN 107577890A
- Authority
- CN
- China
- Prior art keywords
- underground structure
- model
- ida
- parameter
- underground
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Landscapes
- Geophysics And Detection Of Objects (AREA)
Abstract
The present invention relates to safety monitoring technology field, the particularly a kind of analysis method and system of underground structure antidetonation collapse capacity, the inventive method include：Determine earthquake intensive parameter IM；Build one-dimensional soil body free field equivalent linearization model；Build soil structure interaction model；Frame structure component section model is built, section turn moment curvature is calculated, obtains underground structure plastic hinge parameter；The soil structure interaction areal model containing plastic hinge is built, calculates the underground structure performance parameter DM under earthquake motion.The reaction acceleration method that the present invention uses is Quintic system seismic Calculation method, the problem of analyzing power with the method for static(al), it is a large amount of when expending machine successfully to solve the problems, such as that underground structure considers that the soil structure interaction model of Dynamic Boundary once calculates, computational efficiency is high；Soil counterforce uses equivalent linearization model, the influence for avoiding soil body difference Non-linear constitutive model from bringing.
Description
Technical field
The present invention relates to safety monitoring technology field, the analysis method of particularly a kind of underground structure antidetonation collapse capacity and
System.
Background technology
Incremental dynamic analysis method（Incremental Dynamic Analysis, IDA）It is by the acceleration of earthquake motion point
Be not multiplied by a series of proportionality coefficients, make the earthquake motion of one group of varying strength, structure in the case where this group of seismic dynamic loading acts on,
Nonlinear dynamical damage is carried out respectively, the curve of Earthquake Intensity and structural behaviour parameter, i.e. IDA curves is obtained, to grind
Study carefully the overall process of structure damage and failure under seismic loading.This method proposes by Bertero earliest, Vamvatsikos ＆
Comell has then carried out the summary and elaboration of system, and is used by FEMA35, FEMA351, as analytical structure total Collapse energy
The method of power.The emphasis of IDA analysis methods is to choose suitable Earthquake Intensity IM and structural behaviour parameter DM, and to make meter
Calculate while result reaches precision and reduce operand, to choose suitable amplitude modulation criterion.
The basic step of IDA analysis methods is：
1. selecting representative configurations, the elastic-plastic analysis model of structure is established；
2. select the seismic motion record in place residing for representative structure；
3. select Earthquake Intensity parameter IM and structural behaviour parameter DM；
4. a pair a certain bar seismic motion record carries out dull amplitude modulation, a series of seismic motion records after amplitude modulation are obtained；
5. wall scroll IDA tracing analysis；
6. the original seismic motion record of conversion, repeat step 4-5, obtains a plurality of IDA curves；
7. a plurality of IDA curve datas processing；
8. with the anti-seismic performance of IDA outcome evaluation structures.
Underground structure Structure control model is due to Dynamic Boundary to be considered, larger, once calculating to consume
When taking a large amount of machines.The soil body can enter strong nonlinear state in earthquake, and soil counterforce constitutive model is numerous.To sum up institute
State, if underground structure carries out IDA analyses, when can expend a large amount of machines, in addition it is infeasible, therefore to be modified.
The content of the invention
In consideration of it, the present invention provides a kind of analysis method and system of underground structure antidetonation collapse capacity, the reaction of use
Acceleration method is Quintic system seismic Calculation method, the problem of analyzing power with the method for static(al), successfully solves underground structure and examines
The Structure control model for considering Dynamic Boundary once calculates problem when largely expending machine, and computational efficiency is high；Soil counterforce
Structure uses equivalent linearization model, the influence for avoiding soil body difference Non-linear constitutive model from bringing.
In order to achieve the above object, the present invention is achieved by the following technical solutions：
The present invention provides a kind of analysis method of underground structure antidetonation collapse capacity, including：
The seismic motion record in place according to residing for underground structure, determine earthquake intensive parameter IM；
One-dimensional soil body free field equivalent linearization model is built, is calculated respectively at the top of underground structure, soil layer residing for bottom is with respect to position
Move each soil layer acceleration, equivalent shear modulus and the modulus of elasticity at maximum moment；
Structure control model is built, calculates the element force of underground structure under gravity；
Frame structure component section model is built, section turn moment-curvature is calculated, obtains underground structure plastic hinge parameter；
The Structure control areal model containing plastic hinge is built, calculates the underground structure performance ginseng under earthquake motion effect
Number DM.
Further, it is determined that earthquake intensity parameter IM, including：The earthquake motion peak acceleration chosen in seismic motion record is made
For earthquake intensity parameter IM.
Further, one-dimensional soil body free field equivalent linearization model is built, including：The soil body is divided into soil layer along depth,
The soil body uses equivalent linearization model.
Further, after calculating the underground structure performance parameter DM under earthquake motion effect, in addition to：Draw wall scroll IDA
Curve.
Further, wall scroll IDA curves are analyzed, including：Calculate the power of structure under small amplitude modulation seismic motion record
Reaction, obtains the 1st DM-IM point；The elastic slope of line between origin and the 1st DM-IM point is denoted as；Continue under calculating
The dynamic response of structure under one amplitude modulation seismic motion record, then it is structure yields point as the underground structure is surrendered；Continue to count
The dynamic response of structure under next amplitude modulation seismic motion record is calculated, obtains next DM-IM points, such as the point and previous DM-IM points
Between slope be more than, or this point story drift be more than 10%, continue to calculate the DM-IM under next amplitude modulation earthquake motion
Point, otherwise it is assumed that structure will collapse, wherein, 0<α<1.0, general α is taken as 0.2.
Further, in addition to：Original seismic motion record is converted, obtains a plurality of IDA curves, and analyzed respectively.
Further, Structure control model is built, including：Soil-structure phase interaction is built using finite element software
Use model.
Further, section turn moment-curvature is calculated, including：Section turn moment-song is calculated using cross-section capability analysis software
Rate.
The present invention also provides a kind of analysis system of underground structure antidetonation collapse capacity, including：
Earthquake intensity parameter setting module, for the seismic motion record in the place according to residing for underground structure, determine that earthquake intensity is joined
Number IM；
One-dimensional soil body free field equivalent linearization model construction computing module, for building one-dimensional soil body free field equivalent linearization
Model, and calculate respectively at the top of underground structure, be each soil layer acceleration at soil layer relative displacement maximum moment residing for bottom, equivalent
Modulus of shearing and modulus of elasticity；
Structure control model first builds computing module, for building Structure control model, and calculates
The element force of underground structure under gravity；
Frame structure component section model construction computing module, for building frame structure component section model, and calculate and cut
Face moment-curvature, to obtain underground structure plastic hinge parameter；
Structure control model second builds computing module, is put down for building the Structure control containing plastic hinge
Surface model, and calculate the underground structure performance parameter DM under earthquake motion effect.
Further, in addition to：IDA Drawing of Curve modules, for drawing IDA curves.
Further, in addition to：IDA tracing analysis modules, for analyzing IDA curves, obtain the surrender of the IDA curves
Point, collapse a little etc..
Further, the Structure control model first builds computing module and Structure control model
Second structure computing module uses finite element software.
Further, the frame structure component section model construction computing module uses cross-section capability analysis software.
The present invention provides a kind of analysis method of underground structure antidetonation collapse capacity, has the advantages that：
1. the problem of for Quintic system seismic Calculation method, power is analyzed with the method for static(al) for the reaction acceleration method used, success
When solving the problems, such as that underground structure considers that the Structure control model of Dynamic Boundary once calculates a large amount of consuming machines, calculate
Efficiency high；
2. soil counterforce uses equivalent linearization model, the influence for avoiding soil body difference Non-linear constitutive model from bringing；
3. soil counterforce uses one-dimensional free field equivalent linearization, the logical of one-dimensional site Soil Layer During An Earthquake response analysis can be used
Calculated with program, structural nonlinear uses lumped plastic hinge model, can be calculated using general finite meta software.
The beneficial effect of the analysis system of underground structure antidetonation collapse capacity and the analysis of underground structure antidetonation collapse capacity
Method is similar, repeats no more.
Brief description of the drawings
The schematic flow sheet of the analysis method for the underground structure antidetonation collapse capacity that Fig. 1 is provided by the embodiment of the present invention；
The structural framing figure of the analysis system for the underground structure antidetonation collapse capacity that Fig. 2 is provided by the embodiment of the present invention;
Fig. 3 is underground station section and arrangement of reinforcement；
Fig. 4 is underground station concrete material parameter；
Fig. 5 is soil parameters；
Fig. 6 is Elcentro seismic wave Acceleration time courses；
Fig. 7 is soil body equivalent linearization model；
Fig. 8 is each soil layer acceleration at underground station top plate and bottom plate relative displacement maximum moment along depth profile；
Fig. 9 is the equivalent shear modulus at underground station top plate and bottom plate relative displacement maximum moment along depth profile；
Figure 10 is the modulus of elasticity at underground station top plate and bottom plate relative displacement maximum moment along depth profile；
Figure 11 is cross-section capability analysis model center pillar sectional view；
Figure 12 is the schematic diagram of the Structure control model containing plastic hinge；
Figure 13 is framework plastic hinge distribution schematic diagram；
Figure 14 is wall scroll IDA curve maps.
Embodiment
To make the purpose, technical scheme and advantage of the embodiment of the present invention clearer, below in conjunction with the embodiment of the present invention
In accompanying drawing, the technical scheme in the embodiment of the present invention is clearly and completely described, it is clear that described embodiment is
Part of the embodiment of the present invention, rather than whole embodiments.Based on the embodiment in the present invention, those of ordinary skill in the art
The every other embodiment obtained under the premise of creative work is not made, belongs to the scope of protection of the invention.
Illustrate the exemplary embodiment of the present invention below in conjunction with concrete condition：
The present invention provides a kind of analysis method of underground structure antidetonation collapse capacity, mainly includes the following steps that：
The seismic motion record in place according to residing for underground structure, determine earthquake intensive parameter IM；
One-dimensional soil body free field equivalent linearization model is built, is calculated respectively at the top of underground structure, soil layer residing for bottom is with respect to position
Move each soil layer acceleration, equivalent shear modulus and the modulus of elasticity at maximum moment；
Structure control model is built, calculates the element force of underground structure under gravity；
Frame structure component section model is built, section turn moment-curvature is calculated, obtains underground structure plastic hinge parameter；
The Structure control areal model containing plastic hinge is built, calculates the underground structure performance parameter DM under earthquake motion.
It refer to Fig. 1, the stream of the analysis method for the underground structure antidetonation collapse capacity that Fig. 1 is provided by the embodiment of the present invention
Journey schematic diagram；The present embodiment provides a kind of analysis method of underground structure antidetonation collapse capacity, specifically includes following steps：
Step S101, the seismic motion record in place according to residing for underground structure, earthquake intensive parameter IM is determined.
In the present embodiment, the earthquake motion peak acceleration in seismic motion record is chosen as earthquake intensity parameter IM.
Step S102, one-dimensional soil body free field equivalent linearization model is built, is calculated respectively at the top of underground structure, bottom institute
Locate each soil layer acceleration, equivalent shear modulus and the modulus of elasticity at soil layer relative displacement maximum moment.
Wherein, one-dimensional soil body free field equivalent linearization model is built, including：The soil body of underground structure is divided along depth
Soil layer, the soil body use equivalent linearization model.
Step S103, Structure control model is built, calculates the element force of underground structure under gravity.
Wherein, Structure control model is built, including：Structure control mould is built using finite element software
Type.
Step S104, frame structure component section model is built, section turn moment-curvature is calculated, obtains underground structure plasticity
Cut with scissors parameter.
Wherein, section turn moment-curvature is calculated, including：Section turn moment-curvature is calculated using cross-section capability analysis software.
Step S105, the Structure control areal model containing plastic hinge is built, calculates the ground under earthquake motion effect
Lower structural behaviour parameter DM.
Step S106, wall scroll IDA curves are drawn, and wall scroll IDA curves are analyzed.
Wherein, wall scroll IDA curves are analyzed, including：The dynamic response of structure under small amplitude modulation seismic motion record is calculated,
Obtain the 1st DM-IM point；The elastic slope of line between origin and the 1st DM-IM point is denoted as；Continue to calculate next amplitude modulation
The dynamic response of structure under seismic motion record, then it is structure yields point as the underground structure is surrendered；Continue to calculate next
The dynamic response of structure, obtains next DM-IM points under amplitude modulation seismic motion record, as between the point and previous DM-IM points
Slope be more than, or this point story drift be more than 10%, continue to calculate the DM-IM points under next amplitude modulation earthquake motion, it is no
Then think that structure will collapse, wherein, 0<α<1.0, general α is taken as 0.2.
Step S107, original seismic motion record is converted, obtains a plurality of IDA curves, and analyzed respectively.
The embodiment of the present invention also provides a kind of analysis system of underground structure antidetonation collapse capacity, including：
Earthquake intensity parameter setting module 201, for the seismic motion record in the place according to residing for underground structure, determine earthquake intensity
Parameter IM；
One-dimensional soil body free field equivalent linearization model construction computing module 202, for building one-dimensional soil body free field equivalent line
Property model, and calculate respectively each soil layer acceleration at the top of underground structure, residing for bottom during soil layer relative displacement maximum, etc.
Imitate modulus of shearing and modulus of elasticity；
Structure control model first builds computing module 203, for building Structure control model, and counts
Calculate the element force of underground structure under gravity；
Frame structure component section model construction computing module 204, for building frame structure component section model, and calculate
Section turn moment-curvature, to obtain underground structure plastic hinge parameter；
Structure control model second builds computing module 205, for building the soil-structure phase interaction containing plastic hinge
With areal model, and calculate the underground structure performance parameter DM under earthquake motion effect.
Further, in addition to：IDA Drawing of Curve module 206, for drawing IDA curves.
Further, in addition to：IDA tracing analysis module 207, for analyzing IDA curves, obtain bending for the IDA curves
Take point, collapse a little etc..
Further, the Structure control model first builds computing module and Structure control model
Second structure computing module uses finite element software.Further, frame structure component section model construction calculates mould
Block uses cross-section capability analysis software.
The analysis side for the underground structure antidetonation collapse capacity that the embodiment of the present invention is provided is described in detail below in conjunction with instantiation
The specific operation process of method：
With engineering：3 layer 3 of certain underground station across, soil layer thickness 70m, structure buried depth 10m, III class place, using Elcentro earthquakes
Ripple, exemplified by illustrate.
Two layers of twin columns three is chosen across concrete frame structure in underground station；The typical horizontal section of interception is cut as design
Face, design section framework is by top plate, bottom plate, middle plate, distele, side wall form up and down；Station width is 24.8m, a height of
20.8m, wherein top plate thickness are 0.8m, and middle plate thickness is 0.4m up and down, and base plate thickness 1.0m, center pillar is 0.6 × 1.3m squares
Tee section, side wall thicknesses 0.9m；Station section and arrangement of reinforcement are shown in Fig. 3；.
Station structure center pillar concrete uses C40, and remaining concrete uses C30；Its concrete material parameter is referring to Fig. 4；
Soil parameters referring to Fig. 5, wherein, seismic wave from basement rock input；Elcentro seismic records are referring to Fig. 6.
The free field analysis of the one-dimensional soil body is carried out, soil thickness is divided along depth, lift height takes 1m.Soil body equivalent linear
Change parameter referring to Fig. 7, in figure, decline curve is modulus of shearing attenuation curve, and ascending curve is damping curve.
1 times of Elcentro seismic wave is inputted, each of underground station top plate and bottom plate relative displacement maximum moment is calculated
Soil layer acceleration, equivalent shear modulus and modulus of elasticity, referring to Fig. 8, Fig. 9 and Figure 10.
Plastic hinge moment-corner calculates.Plastic hinge moment-curvature parameters are tried to achieve by cross-section capability analysis software.In station
Post protective layer thickness 30mm, HRB335 reinforcing bar, builds cross-section capability model and sees Figure 11.
The Structure control model containing plastic hinge is built, is derived from the top of Structure control model by earth's surface
Face, bottom boundary are fixed boundary, and two lateral boundaries are fixed vertical direction, the constraint of emission levels direction, and schematic diagram is shown in Figure 12.For
Consider non-linear, plastic hinge is set on underground structure framework beam element, sees Figure 13.
Using the story drift of reaction acceleration method calculating underground structure, the IDA curves being plotted under the seismic wave, and
The yield point of the IDA curves is calculated and collapses a little, as shown in figure 14.
The basic step of the IDA analysis methods in background technology is carried out afterwards：
6. the original seismic motion record of conversion obtains a plurality of IDA curves；
7. a plurality of IDA curve datas processing；
8. with the anti-seismic performance of IDA outcome evaluation structures.
IDA analysis methods and IDA curve datas therein processing are known in the art technology, are no longer described in detail.
Finally, it is to be noted that, herein, such as first and second or the like relational terms be used merely to by
One entity or operation make a distinction with another entity or operation, and not necessarily require or imply these entities or operation
Between any this actual relation or order be present.Moreover, term " comprising ", "comprising" or its any other variant meaning
Covering including for nonexcludability, so that process, method, article or equipment including a series of elements not only include that
A little key elements, but also the other element including being not expressly set out, or also include for this process, method, article or
The intrinsic key element of equipment.In the absence of more restrictions, the key element limited by sentence "including a ...", is not arranged
Except other identical element in the process including the key element, method, article or equipment being also present.
Embodiment provided by the present invention is described in detail above, specific case pair used herein
The principle and embodiment of the present invention is set forth, and the explanation of above example is only intended to help the method for understanding the present invention
And its core concept；Meanwhile for those of ordinary skill in the art, according to the thought of the present invention, in embodiment and
There will be changes in application, in summary, this specification content should not be construed as limiting the invention.
Claims (9)
- A kind of 1. analysis method of underground structure antidetonation collapse capacity, it is characterised in that including：The seismic motion record in place according to residing for underground structure, determine earthquake intensive parameter IM；One-dimensional soil body free field equivalent linearization model is built, is calculated respectively at the top of underground structure, soil layer residing for bottom is with respect to position Move each soil layer acceleration, equivalent shear modulus and the modulus of elasticity at maximum moment；Structure control model is built, calculates the element force of underground structure under gravity；Frame structure component section model is built, section turn moment-curvature is calculated, obtains underground structure plastic hinge parameter；The Structure control areal model containing plastic hinge is built, calculates the underground structure performance ginseng under earthquake motion effect Number DM.
- 2. the analysis method of underground structure antidetonation collapse capacity according to claim 1, it is characterised in that determine that earthquake is strong Parameter IM is spent, including：The earthquake motion peak acceleration in seismic motion record is chosen as earthquake intensity parameter IM.
- 3. the analysis method of underground structure antidetonation collapse capacity according to claim 1, it is characterised in that build one-dimensional soil Body free field equivalent linearization model, including：The soil body is divided into soil layer along depth, the soil body uses equivalent linearization model.
- 4. the analysis method of underground structure antidetonation collapse capacity according to claim 1, it is characterised in that calculate earthquake motion Under underground structure performance parameter DM after, in addition to：Wall scroll IDA curves are drawn, and wall scroll IDA curves are analyzed.
- 5. the analysis method of underground structure antidetonation collapse capacity according to claim 4, it is characterised in that to wall scroll IDA Curve is analyzed, including：The dynamic response of structure under small amplitude modulation seismic motion record is calculated, obtains the 1st DM-IM point；By origin and the 1st DM-IM The elastic slope of line is denoted as between point；Continue to calculate the dynamic response of structure under next amplitude modulation seismic motion record, obtain the 2nd Individual DM-IM points, then it is structure yields point as the underground structure is surrendered；Continue to calculate under next amplitude modulation seismic motion record The dynamic response of structure, next DM-IM points are obtained, as the slope between the point and previous DM-IM points is more than, or this The story drift of point is more than 10%, continues to calculate the DM-IM points under next amplitude modulation earthquake motion, otherwise it is assumed that structure will fall Collapse, wherein, 0<α<1.0, general α is taken as 0.2.
- 6. the analysis method of the underground structure antidetonation collapse capacity according to claim 4 or 5, it is characterised in that also include：Original seismic motion record is converted, obtains a plurality of IDA curves, and analyzed respectively.
- A kind of 7. analysis system of underground structure antidetonation collapse capacity, it is characterised in that including：Earthquake intensity parameter setting module, for the seismic motion record in the place according to residing for underground structure, determine that earthquake intensity is joined Number IM；One-dimensional soil body free field equivalent linearization model construction computing module, for building one-dimensional soil body free field equivalent linearization Model, and calculate respectively at the top of underground structure, be each soil layer acceleration at soil layer relative displacement maximum moment residing for bottom, equivalent Modulus of shearing and modulus of elasticity；Structure control model first builds computing module, for building Structure control model, and calculates The element force of underground structure under gravity；Frame structure component section model construction computing module, for building frame structure component section model, and calculate and cut Face moment-curvature, to obtain underground structure plastic hinge parameter；Structure control model second builds computing module, is put down for building the Structure control containing plastic hinge Surface model, and calculate the underground structure performance parameter DM under earthquake motion effect.
- 8. the analysis system of underground structure antidetonation collapse capacity according to claim 7, it is characterised in that also include：IDA Drawing of Curve modules, for drawing IDA curves.
- 9. the analysis system of underground structure antidetonation collapse capacity according to claim 7, it is characterised in that also include：IDA tracing analysis modules, for analyzing IDA curves, obtain the yield point of the IDA curves, collapse a little etc..
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710843771.0A CN107577890B (en) | 2017-09-19 | 2017-09-19 | Method and system for analyzing earthquake collapse resistance of underground structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710843771.0A CN107577890B (en) | 2017-09-19 | 2017-09-19 | Method and system for analyzing earthquake collapse resistance of underground structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107577890A true CN107577890A (en) | 2018-01-12 |
| CN107577890B CN107577890B (en) | 2020-04-17 |
Family
ID=61036039
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710843771.0A Active CN107577890B (en) | 2017-09-19 | 2017-09-19 | Method and system for analyzing earthquake collapse resistance of underground structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107577890B (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108334694A (en) * | 2018-01-31 | 2018-07-27 | 华中科技大学 | The three-dimensional parameterized numerical modeling analysis method of Structure Soil-structural system and system |
| CN108549104A (en) * | 2018-04-10 | 2018-09-18 | 江南大学 | Layered place inclined seismic wave fluction analysis method |
| CN110569572A (en) * | 2019-08-22 | 2019-12-13 | 武汉理工大学 | simplified analysis method for earthquake-resistant design of quayside container crane |
| CN111027247A (en) * | 2019-12-09 | 2020-04-17 | 江南大学 | Stepwise incremental dynamic analysis and data processing method based on OpenSees and MATLAB |
| CN111709072A (en) * | 2020-06-01 | 2020-09-25 | 哈尔滨工业大学 | Underground vibration amplitude parameter prediction method |
| CN114021236A (en) * | 2021-11-04 | 2022-02-08 | 哈尔滨工业大学 | Urban subway underground station anti-seismic toughness assessment method and equipment considering subsystem association |
| CN114091142A (en) * | 2021-10-22 | 2022-02-25 | 中铁第四勘察设计院集团有限公司 | Method and system for correcting and analyzing station structure model |
| CN114329739A (en) * | 2022-01-13 | 2022-04-12 | 西南交通大学 | Underground structure earthquake-resistant calculation method and system |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102787677A (en) * | 2011-05-20 | 2012-11-21 | 青岛理工大学 | Engineering structure seismic intensity prediction method |
| US20120310607A1 (en) * | 2011-05-20 | 2012-12-06 | Qingdao Technological University | Engineering structure multi-objective performance-based seismic design |
| US20130204592A1 (en) * | 2010-04-05 | 2013-08-08 | Georgia Tech Research Corporation | Structural Health Monitoring Systems And Methods |
| CN103559383A (en) * | 2013-09-30 | 2014-02-05 | 上海交通大学 | Method for predicting and evaluating strong earthquake resistance of nuclear power station breakwater |
| CN107122536A (en) * | 2017-04-20 | 2017-09-01 | 济南轨道交通集团有限公司 | A kind of running tunnel antidetonation method for numerical simulation |
-
2017
- 2017-09-19 CN CN201710843771.0A patent/CN107577890B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20130204592A1 (en) * | 2010-04-05 | 2013-08-08 | Georgia Tech Research Corporation | Structural Health Monitoring Systems And Methods |
| CN102787677A (en) * | 2011-05-20 | 2012-11-21 | 青岛理工大学 | Engineering structure seismic intensity prediction method |
| US20120310607A1 (en) * | 2011-05-20 | 2012-12-06 | Qingdao Technological University | Engineering structure multi-objective performance-based seismic design |
| CN103559383A (en) * | 2013-09-30 | 2014-02-05 | 上海交通大学 | Method for predicting and evaluating strong earthquake resistance of nuclear power station breakwater |
| CN107122536A (en) * | 2017-04-20 | 2017-09-01 | 济南轨道交通集团有限公司 | A kind of running tunnel antidetonation method for numerical simulation |
Non-Patent Citations (1)
| Title |
|---|
| 曹福亮: "基于IDA的倒鱼腹式空间管桁架结构地震易损性分析", 《中国优秀硕士学位论文全文数据库（电子期刊）》 * |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108334694A (en) * | 2018-01-31 | 2018-07-27 | 华中科技大学 | The three-dimensional parameterized numerical modeling analysis method of Structure Soil-structural system and system |
| CN108549104A (en) * | 2018-04-10 | 2018-09-18 | 江南大学 | Layered place inclined seismic wave fluction analysis method |
| CN110569572A (en) * | 2019-08-22 | 2019-12-13 | 武汉理工大学 | simplified analysis method for earthquake-resistant design of quayside container crane |
| CN110569572B (en) * | 2019-08-22 | 2021-01-26 | 武汉理工大学 | Simplified analysis method for earthquake-resistant design of quayside container crane |
| CN111027247A (en) * | 2019-12-09 | 2020-04-17 | 江南大学 | Stepwise incremental dynamic analysis and data processing method based on OpenSees and MATLAB |
| CN111709072A (en) * | 2020-06-01 | 2020-09-25 | 哈尔滨工业大学 | Underground vibration amplitude parameter prediction method |
| CN111709072B (en) * | 2020-06-01 | 2022-05-17 | 哈尔滨工业大学 | Underground vibration amplitude parameter prediction method |
| CN114091142A (en) * | 2021-10-22 | 2022-02-25 | 中铁第四勘察设计院集团有限公司 | Method and system for correcting and analyzing station structure model |
| CN114021236A (en) * | 2021-11-04 | 2022-02-08 | 哈尔滨工业大学 | Urban subway underground station anti-seismic toughness assessment method and equipment considering subsystem association |
| CN114329739A (en) * | 2022-01-13 | 2022-04-12 | 西南交通大学 | Underground structure earthquake-resistant calculation method and system |
| CN114329739B (en) * | 2022-01-13 | 2022-08-12 | 西南交通大学 | Underground structure earthquake-resistant calculation method and system |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107577890B (en) | 2020-04-17 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107577890A (en) | The analysis method and system of underground structure antidetonation collapse capacity | |
| Bray et al. | Liquefaction-induced building movements | |
| US20220292238A1 (en) | Design method for parameters of cross sections of single-hole four-lane highway tunnel | |
| Ghandil et al. | Dynamic responses of structure–soil–structure systems with an extension of the equivalent linear soil modeling | |
| Çelebi et al. | Non-linear finite element analysis for prediction of seismic response of buildings considering soil-structure interaction | |
| Ge et al. | Dynamic interaction of soil–structure cluster | |
| CN105868477A (en) | Structure seismic sensitivity optimization method based on story drift angle constraint | |
| CN101566013A (en) | Main factory building structure system for large-scale thermal power plant | |
| CN114254519A (en) | Rock mass stability limit analysis method | |
| CN104063616A (en) | Method for evaluating damage loss rate of buildings under action of landslide instability movement | |
| Chowdhury et al. | Effects of openings in shear wall on seismic response of structures | |
| Babaei | Multi-objective optimal number and location for steel outrigger-belt truss system | |
| CN103882849B (en) | A kind of argument and analysis and method for processing foundation containing vertical weak foundation for nuclear power plant | |
| CN103729526B (en) | A kind of high-rise building boom truss component cross-sectional size optimization method | |
| CN108427849A (en) | It is a kind of fall story frame structure earthquake proof performance analysis method | |
| Emami et al. | Damage index distributions in RC dual lateral load-resistant multi-story buildings considering SSI effects under bidirectional earthquakes | |
| Martelli et al. | The exoskeleton: a solution for seismic retrofitting of existing buildings | |
| Martelli et al. | The exoskeleton technology as a solution to seismic adjustment of existing buildings | |
| CN106709199A (en) | Robustness method based on storey drift | |
| CN106759373A (en) | A kind of computational methods of long-short pile combined support structure | |
| CN115595988A (en) | Design method of pile-anchor-support combined supporting structure | |
| Takewaki | Remarkable response amplification of building frames due to resonance with the surface ground | |
| Broujerdian et al. | Semi-supported steel plate shear wall with oblique sides | |
| Khan et al. | Analysis and design of flat slabs in commercial building by using ETABS software | |
| CN107895084A (en) | Determine method, equipment and the storage device of the equivalent m values of passive zone of pit reinforcing body |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |