WO2019192166A1 - 设定地震风险的性能抗震设计评估方法 - Google Patents

设定地震风险的性能抗震设计评估方法 Download PDF

Info

Publication number
WO2019192166A1
WO2019192166A1 PCT/CN2018/112248 CN2018112248W WO2019192166A1 WO 2019192166 A1 WO2019192166 A1 WO 2019192166A1 CN 2018112248 W CN2018112248 W CN 2018112248W WO 2019192166 A1 WO2019192166 A1 WO 2019192166A1
Authority
WO
WIPO (PCT)
Prior art keywords
seismic
probability
performance
mode
ground motion
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.)
Ceased
Application number
PCT/CN2018/112248
Other languages
English (en)
French (fr)
Inventor
刘文锋
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Qingdao University of Technology
Original Assignee
Qingdao University of Technology
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Qingdao University of Technology filed Critical Qingdao University of Technology
Priority to US16/652,419 priority Critical patent/US10962664B2/en
Publication of WO2019192166A1 publication Critical patent/WO2019192166A1/zh
Anticipated expiration legal-status Critical
Ceased legal-status Critical Current

Links

Classifications

    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
    • G01V1/00—Seismology; Seismic or acoustic prospecting or detecting
    • G01V1/01—Measuring or predicting earthquakes
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
    • G01V1/00—Seismology; Seismic or acoustic prospecting or detecting
    • G01V1/28—Processing seismic data, e.g. for interpretation or for event detection
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
    • G01V1/00—Seismology; Seismic or acoustic prospecting or detecting
    • G01V1/28—Processing seismic data, e.g. for interpretation or for event detection
    • G01V1/282—Application of seismic models, synthetic seismograms
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
    • G01V1/00—Seismology; Seismic or acoustic prospecting or detecting
    • G01V1/28—Processing seismic data, e.g. for interpretation or for event detection
    • G01V1/30—Analysis
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
    • G01V1/00—Seismology; Seismic or acoustic prospecting or detecting
    • G01V1/28—Processing seismic data, e.g. for interpretation or for event detection
    • G01V1/30—Analysis
    • G01V1/303—Analysis for determining velocity profiles or travel times
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
    • G01V1/00—Seismology; Seismic or acoustic prospecting or detecting
    • G01V1/28—Processing seismic data, e.g. for interpretation or for event detection
    • G01V1/30—Analysis
    • G01V1/306—Analysis for determining physical properties of the subsurface, e.g. impedance, porosity or attenuation profiles
    • G—PHYSICS
    • G06—COMPUTING OR CALCULATING; COUNTING
    • G06N—COMPUTING ARRANGEMENTS BASED ON SPECIFIC COMPUTATIONAL MODELS
    • G06N7/00—Computing arrangements based on specific mathematical models
    • G06N7/01—Probabilistic graphical models, e.g. probabilistic networks
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
    • G01V2210/00—Details of seismic processing or analysis
    • G01V2210/10—Aspects of acoustic signal generation or detection
    • G01V2210/12—Signal generation
    • G01V2210/123—Passive source, e.g. microseismics
    • G01V2210/1232—Earthquakes
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
    • G01V2210/00—Details of seismic processing or analysis
    • G01V2210/60—Analysis
    • G01V2210/62—Physical property of subsurface
    • G01V2210/622—Velocity, density or impedance
    • G01V2210/6222—Velocity; travel time

Definitions

  • the invention relates to the technical field of seismic design, in particular to a performance seismic design evaluation method for setting seismic risk.
  • IM Intensity Measures
  • EDP Engineering Demand Parameters
  • DM Damage Measures
  • DV Decision Variables
  • the next-generation performance seismic design is a full-probability seismic hazard analysis design.
  • the uncertainties of ground motion, structural uncertainty, uncertainty of the construction process, and incompleteness of knowledge have been considered.
  • the probabilistic seismic risk analysis method has the following problems: 1
  • the full probability seismic hazard analysis is based on the probability of earthquake occurrence, seismic hazard analysis, probabilistic seismic demand analysis, probabilistic seismic capacity analysis, and finally determine the probability of reaching a certain performance level.
  • the lack of a “performance level” to calculate the seismic hazard is not completely consistent with the original intention of “Perfornanc-based Seismic Design”.
  • the design is grasped from the final result, and the design mastery and target are obviously enhanced.
  • the reason why the seismic design method based on "performance level” is not formed is that several key technologies of the design method are not solved. 2
  • the seismic engineering analysis method is not close enough to the seismic design method.
  • “performance level” based multimodal collaborative design technology Unresolved, that is, how to extract the response spectrum intensity and select the ground motion in the multi-modal space based on the performance level;
  • the “probability performance level” is not formed, and the conditional probability chain is established to form the design method.
  • Model specifications are shifting from model specifications to performance specifications. Model specifications only specify minimum performance target requirements and design processes to ensure public safety. Other “personalized” and “diversity” performance objectives and corresponding design processes are designed by the designer and The owner himself determines (Enhanced Objectives) of Version 2.03 (2017), and seismic design assessment methods outside the development specification are necessary, and the potential social needs are large. Moreover, China has newly issued the ground motion parameter zoning map of the four-level earthquake (GB18306-2015 "China Earthquake Parameter Zoning Map”), the normative design method has not appeared under the rare earthquake, and the new performance seismic design evaluation method outside the norm Research is more urgency.
  • the present invention proposes a performance seismic design evaluation method for setting seismic risk.
  • the evaluation method proposes a setting of the overtaking probability and determines the structure from the perspective of the problem.
  • Performance level when the performance level is certain, determine the earthquake demand, set the probability of surpassing the seismic demand, combine with the seismic hazard of the set earthquake, finally determine the ground motion input, and establish a new probability of seismic risk assessment method to achieve the performance level. method.
  • a performance seismic design evaluation method for setting seismic risk including the following steps,
  • the performance level of the single-degree-of-freedom system in the first cycle of the structure is solved under different performance levels;
  • step S4 Input the ground motion record selected in step S1 into the first cycle single degree of freedom system of the structure under different performance levels, and repeatedly adjust the size of the ground motion record to make the displacement reaction of the single cycle degree system of the first cycle of the structure
  • the peak value reaches the performance level corresponding to the single-degree-of-freedom system of the first period, and the acceleration peak value and the seismic acceleration response spectrum value of each ground motion under different performance levels are obtained;
  • step S3 specifically includes:
  • the seismic response effect of the structure is equal to the different performance levels of the designed structure, and the performance level of the single-degree-of-freedom system in the first cycle of the structure is solved under different performance levels.
  • the dynamic characteristic equation is used to analyze the dynamic characteristics of the design structure, and the dynamic characteristic equation is
  • ⁇ n is the structure frequency of the nth mode mode
  • N is the total order of the mode modal shape and is also the total number of modal modes
  • m j is the quality of the jth layer of the structure
  • It is the mode shape of the jth layer of the structure.
  • the squared-opening method or the complete quadratic combination method is used to synthesize the structural seismic response effect (this is equivalent to the effect, which may not be added to the specification).
  • the step S6 specifically includes: setting an earthquake according to seismic environment characteristics of the seismic design site, using seismic risk analysis, establishing an earthquake occurrence year overshoot probability, a ground motion record acceleration peak value, and a seismic acceleration response spectrum value curve, and determining Under different performance levels, the earthquake shock record acceleration peak and the seismic acceleration response spectrum value of the earthquake occurrence year exceeds the probability function, and the maximum value of the two is the performance probability of the earthquake occurrence year beyond probability function.
  • the Markov chain model is used to calculate the probability seismic risk that reaches the performance level.
  • the probability of reaching the performance level is equal to the set performance level exceeding probability ⁇ the setting of the ground motion recording acceleration peak value and the seismic acceleration response spectrum value exceeding probability ⁇ the performance level of the earthquake occurrence year exceeding probability .
  • the performance level is determined by setting the overtaking probability, and the seismic performance is determined at a certain performance level, and the seismic demand is set to exceed the seismic demand.
  • Probability combined with the seismic hazard of setting up an earthquake, ultimately determines the ground motion input and establishes a new method for probabilistic seismic risk assessment methods that meet performance levels. This is not completely consistent with the original intention of performance-based seismic design. Starting from the "performance-based level", the design is grasped from the final result, and the design mastery and target are obviously enhanced.
  • the level of seismic performance refers to the maximum degree of damage that can be achieved by structural earthquakes.
  • the performance level indicators include force, displacement, deformation, strain, ductility, energy and curvature.
  • the displacement is selected, and according to the seismic specification, the displacement achieved by the designed structure is set to D per according to actual needs.
  • the performance level of the single-degree-of-freedom system in the first cycle of the structure is solved under different performance levels;
  • step S31 the structural period, mode shape and modal participation coefficient of different mode modes are solved according to the dynamic characteristic equation, and the dynamic characteristic equation is:
  • ⁇ n is the structure frequency of the nth mode mode
  • N is the total order of the mode modal shape and is also the total number of modal modes
  • m j is the quality of the jth layer of the structure
  • It is the mode shape of the jth layer of the structure.
  • the selected seismic performance level is displacement, and the structural seismic response effect here is also selected as displacement.
  • S an and S a1 are spectral values of the nth structural period of the seismic acceleration response spectrum, respectively;
  • the squared-opening method or the complete quadratic combination method is used to synthesize the structural seismic response effect, that is, the displacement.
  • ⁇ in is the vibration mode coupling coefficient
  • ⁇ i and ⁇ n are the damping ratios of the i-th and n-th modes, respectively, ⁇ in is the correlation coefficient between the i-th structure frequency and the n-th structure frequency, and ⁇ T is the i-th structure frequency and the first The ratio of n structural frequencies.
  • the seismic response effect of the structure is equal to the different performance levels of the designed structure, and the performance level of the single-degree-of-freedom system in the first cycle of the structure is solved under different performance levels;
  • step S4 Input the ground motion record selected in step S1 into the first cycle single degree of freedom system of the structure under different performance levels, and repeatedly adjust the size of the ground motion record to make the displacement reaction of the single cycle degree system of the first cycle of the structure
  • the peak value reaches the performance level corresponding to the single-degree-of-freedom system of the first period, and the acceleration peak value and the seismic acceleration response spectrum value of each ground motion under different performance levels are obtained;
  • the earthquake is set up, and the seismic hazard analysis is used to establish the earthquake occurrence year overshoot probability and the ground motion record acceleration peak value and the seismic acceleration response spectrum value curve to determine the peak value of the ground motion record acceleration under different performance levels.
  • the earthquake occurrence response value of the earthquake occurs over the probability function, and the maximum value of the two is the annual probability of occurrence of the earthquake occurrence performance.
  • the Markov chain model is used to calculate the probability seismic risk that reaches the performance level.
  • the seismic demand in the present invention refers to the seismic acceleration response spectrum value and the ground motion recording acceleration peak value that reach the performance level.
  • the Markov probability model chain for setting seismic risk includes: setting the performance surpassing probability of the performance level, setting the surpassing probability of the seismic demand to reach the performance level, and the annual probability of surpassing the earthquake occurrence level, according to the principle of full probability, establishing Probabilistic seismic risk assessment formulas with different performance levels, the probability of reaching the performance level, the seismic risk is equal to the set performance level exceeding probability ⁇ setting the ground motion record acceleration peak value and the seismic acceleration response spectrum value of the overtaking probability ⁇ the performance level of the earthquake occurrence year beyond Probability.
  • v DM (n) represents the seismic risk probability of different performance levels
  • the damage index DM represents the performance level
  • n represents the different performance level
  • y) represents the annual occurrence probability of the earthquake with different performance levels
  • x) represents the probability density function of the ground motion demand indicator EDP for a given performance level DM
  • dG DM (x) represents the probability density function for a given performance level DM.
  • the risk-based probability control (setting the over-probability of different performance levels of the structure and setting the seismic demand over-probability) is completed, and the annual surpassing probability of the performance level is achieved, and the performance seismic design evaluation of the seismic risk is completed.
  • Seismic vulnerability analysis is based on seismic hazard analysis given the seismic intensity, and the conditional probability of determining seismic demand is given given given a certain seismic intensity level.
  • the invention is to set the overtaking probability, determine the structural performance level, and determine the conditional probability of the seismic demand when the performance level is certain.
  • Chopra et al.'s modal PUSHOVER analysis (Reference 40) is based on the specification design response spectrum input ground motion parameters.
  • the present invention determines the input ground motion parameters based on performance levels.
  • modal PUSHOVER scaling is based on the specification design response spectrum to determine the displacement target and perform ground motion scaling.
  • the scaling method of the present invention is to determine the performance level of the structural performance level to single degree of freedom system, and then perform ground motion scaling according to the structural performance level.
  • the seismic design evaluation method for setting seismic risk of the present invention proposes a set of overtaking probability and determines the structural performance level from the perspective of the problem, starting from the performance level of the overtaking probability (not the seismic risk analysis).
  • the performance level is certain, the seismic demand is determined, the probability of the earthquake demand is set, and the seismic hazard of the earthquake is set, and the ground motion input is finally determined, and a new method for the probability seismic risk assessment method to achieve the performance level is established. This is not completely consistent with the original intention of performance-based seismic design. From the "performance-based level", the design is grasped from the final result, and the design mastery and target are obviously enhanced.

Landscapes

  • Physics & Mathematics (AREA)
  • Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Remote Sensing (AREA)
  • General Physics & Mathematics (AREA)
  • Environmental & Geological Engineering (AREA)
  • Geophysics (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geology (AREA)
  • Acoustics & Sound (AREA)
  • Theoretical Computer Science (AREA)
  • Data Mining & Analysis (AREA)
  • Mathematical Analysis (AREA)
  • General Engineering & Computer Science (AREA)
  • Mathematical Physics (AREA)
  • Software Systems (AREA)
  • Pure & Applied Mathematics (AREA)
  • Mathematical Optimization (AREA)
  • Computing Systems (AREA)
  • Evolutionary Computation (AREA)
  • Computational Mathematics (AREA)
  • Artificial Intelligence (AREA)
  • Algebra (AREA)
  • Probability & Statistics with Applications (AREA)
  • Geophysics And Detection Of Objects (AREA)
  • Business, Economics & Management (AREA)
  • Emergency Management (AREA)

Abstract

一种设定地震风险的性能抗震设计评估方法，该评估方法从性能水准的超越概率出发，通过设定超越概率，确定结构性能水准，在性能水准一定时，确定地震需求，设定了地震需求的超越概率，与设定地震的地震危险性结合，最终确定地震动输入，建立达到性能水准的概率地震风险评估方法。该方法使设计主控性、目标性增强。

Description

设定地震风险的性能抗震设计评估方法 技术领域
本发明涉及抗震设计技术领域,具体涉及一种设定地震风险的性能抗震设计评估方法。
背景技术
Cornell，Krawinkler(2000)，Moehle，Deierlein(2004)给出了性能抗震的概率地震风险分析的框架，基于全概率理论，通过地震动强度指标(Intensity Measures,IM)、工程需求参数(Engineering Demand Parameters,EDP)、损伤指标(Damage Measures,DM)和决策变量(Mecision Variables,DV)四个指标，将地震危险性分析、结构反应分析、损伤分析及损失评估四个方面，通过条件概率相连，完成基于性能的抗震分析，成为下一代性能抗震设计的基准(FEMA 445，2006)。
下一代性能抗震设计是全概率地震危险分析设计，已考虑地震动的不确定性、结构的不确定性、建造过程的不确定性、知识的不完备性等问题，目前还只是框架阶段，急需创新性的研究。基于概率地震风险分析方法存在以下问题：①全概率地震危险分析是从地震发生的概率出发，进行地震危险性分析、概率地震需求分析、概率抗震能力分析，最终确定达到某一性能水准的概率，缺乏“从性能水准”出发，计算地震危险性的方法，这与“基于性能的抗震设计(Perfornanc-based Seismic Design)”原始初衷不完全一致。从“基于性能水准”出发，是从最终结果把握设计，设计主控性、目标性明显增强。未形成从“基于性能水准”出发的抗震设计方法的原因，是该设计方法的若干关键技术没有解决。②地震工程分析方法与抗震设计方法结合上不够密切，一是缺乏从“基于性能水准”出发的提取地震作用和相应地面运动强度的方法；二是“基于性能水准”的多模态协同设计技术没有解决，即如何“基于性能水准”在多模态空间提取反应谱谱强度和选择地面运动；三是未形成“基于概率性能水准”，建立条件概率链条，形成设计方法。③设计规范正从模式规范向性能规范转变，模式规范只规定确保公共安全的最低性能目标要求和设计流程，其它“个性化”、“多样性”的性能目标和相应的设计流程由设计者和业主自己确定(Version 2.03(2017)的增强性能目标(Enhanced Objectives))，发展规范以外的抗震设计评估方法十分必要，潜在的社会需求大。而且，我国新颁布四级地震作用的地震动参数区划图(GB18306-2015《中国地震动参数区划图》)，极罕遇地震作用下规范设计方法尚未出现，规范以外新的性能抗震设计评估方法的研究，更具紧迫性。
发明内容
针对上述技术问题，本发明提出一种设定地震风险的性能抗震设计评估方法，该评估方 法，以反问题的视角，从性能水准的超越概率出发，提出了一种设定超越概率，确定结构性能水准，在性能水准一定时，确定地震需求，设定了地震需求的超越概率，与设定地震的地震危险性结合，最终确定地震动输入，建立达到性能水准的概率地震风险评估方法的新方法。
为了实现上述目的，本发明采用如下技术方案：一种设定地震风险的性能抗震设计评估方法，包括如下步骤，
S1.按照抗震设计场地的地震环境特征，选择地震动记录，并根据地震风险控制要求，设定所设计结构不同性能水准的超越概率；
S2.设定所设计结构的不同性能水准的超越概率，确定结构不同的抗震性能水准；
S3.对于所设计结构的不同的性能水准，求解不同性能水准下，结构第一周期单自由度体系的性能水准；
S4.将步骤S1中选出的地震动记录，输入到不同性能水准下的结构第一周期单自由度体系中，反复调整地震动记录的大小，使得结构第一周期单自由度体系的位移反应峰值达到对应第一周期单自由度体系的性能水准，得到不同性能水准下每条地震动记录加速度峰值和地震加速度反应谱值；
S5.建立不同性能水准下地震动记录加速度峰值和地震加速度反应谱值的概率密度函数，即计算得到不同性能水准时的地震动记录加速度峰值和地震加速度反应谱值的概率密度函数；
S6.设定地震动记录加速度峰值和地震加速度反应谱值的超越概率，确定相应地震加速度反应谱值和地震动记录加速度峰值的确定值，根据地震加速度反应谱值和地震动记录加速度峰值的确定值，确定达到性能水准的地震发生年超越概率函数；
S7.计算达到性能水准的概率地震风险。
进一步地，所述步骤S3具体包括：
S31.根据所设计结构，计算不同模态振型下结构周期、模态振型和模态参与系数；
S32.对于任意反应量，计算不同模态振型的贡献系数，设定贡献阈值ε，求解需要模态振型的个数；
S33.以第一结构周期为标准单自由度弹塑性结构体系为基础合成结构抗震响应效应；
S34.令结构抗震响应效应等于所设计结构的不同的性能水准，求解不同性能水准下，结构第一周期单自由度体系的性能水准。
进一步地，在所述步骤S31中，采用动力特征方程对设计结构进行动力特征分析，动力特征方程为，
Figure PCTCN2018112248-appb-000001
其中，k为结构本身的刚度矩阵，
Figure PCTCN2018112248-appb-000002
为第n阶模态振型的振型，ω n为第n阶模态振型的 结构频率，则第n阶模态振型的结构周期
Figure PCTCN2018112248-appb-000003
第n阶模态振型的振型参与系数
Figure PCTCN2018112248-appb-000004
Figure PCTCN2018112248-appb-000005
其中N为结构模态振型总阶数，也为模态振型的总数；m j为结构第j层的质量；
Figure PCTCN2018112248-appb-000006
为结构第j层的模态振型。
进一步地，在所述步骤S33中，采用平方和开平方法或者完全二次组合法，合成结构抗震响应效应(这个相当于作用，不要在权书中说，可以加到说明书)。
进一步地，所述步骤S6具体包括：按照抗震设计场地的地震环境特征，设定地震，采用地震危险性分析，建立地震发生年超越概率和地震动记录加速度峰值、地震加速度反应谱值曲线，确定不同性能水准下，地震动记录加速度峰值和地震加速度反应谱值的地震发生年超越概率函数，取两者的最大值为达到性能水准的地震发生年超越概率函数。
进一步地，所述步骤S7中，采用马尔可夫链模型对达到性能水准的概率地震风险进行计算。
进一步地，所述步骤S7中，达到性能水准的概率地震风险等于设定性能水准超越概率×设定地震动记录加速度峰值和地震加速度反应谱值的超越概率×达到性能水准的地震发生年超越概率。
本发明的设定地震风险的性能抗震设计评估方法，从性能水准的超越概率出发，通过设定超越概率，确定结构性能水准，在性能水准一定时，确定地震需求，设定了地震需求的超越概率，与设定地震的地震危险性结合，最终确定地震动输入，建立达到性能水准的概率地震风险评估方法的新方法。这与基于性能的抗震设计原始初衷不完全一致，从“基于性能水准”出发，是从最终结果把握设计，设计主控性、目标性明显增强。
具体实施方式
为了使本发明的目的、技术方案及优点更加清楚明白，以下结合实施例，对本发明进行进一步详细说明。应当理解，此处所描述的具体实施例仅用以解释本发明，并不用于限定本发明。
本发明的设定地震风险的性能抗震设计评估方法，其特征在于，包括如下步骤，
S1.按照抗震设计场地的地震环境特征，选择地震动记录，并根据地震风险控制要求，设定所设计结构不同性能水准的超越概率；
S2.设定所设计结构的不同性能水准的超越概率，确定结构不同的抗震性能水准；
抗震性能水准，是指结构地震作用下可能达到的最大破坏程度。
所述性能水准指标包括力、位移、变形、应变、延性、能量和曲率，在本实施例中，选用位移，根据抗震规范，结合实际需要设定所设计结构达到的位移为D per。
S3.对于所设计结构的不同的性能水准，求解不同性能水准下，结构第一周期单自由度体系的性能水准；
S31.根据所设计结构，计算不同模态振型下结构周期、模态振型和模态参与系数；
在步骤S31中，根据动力特征方程求解不同模态振型下结构周期、模态振型和模态参与系数，动力特征方程为：
Figure PCTCN2018112248-appb-000007
其中，k为结构本身的刚度矩阵，
Figure PCTCN2018112248-appb-000008
为第n阶模态振型的振型，ω n为第n阶模态振型的结构频率，则第n阶模态振型的结构周期
Figure PCTCN2018112248-appb-000009
第n阶模态振型的振型参与系数
Figure PCTCN2018112248-appb-000010
Figure PCTCN2018112248-appb-000011
其中N为结构模态振型总阶数，也为模态振型的总数；m j为结构第j层的质量；
Figure PCTCN2018112248-appb-000012
为结构第j层的模态振型。
S32.对于任意反应量，计算不同模态振型的贡献系数，设定贡献阈值ε，求解需要模态振型的个数；
设由外力S引起结构r的静力值为r st，则第n阶模态振型下的静力值
Figure PCTCN2018112248-appb-000013
设第n阶模态振型对r st的贡献量为
Figure PCTCN2018112248-appb-000014
Figure PCTCN2018112248-appb-000015
求解得到需要模态振型的个数。
S33.以第一结构周期为标准单自由度弹塑性结构体系为基础合成结构抗震响应效应；
对应步骤S2中，选取的抗震性能水准为位移，此处的结构抗震响应效应也选为位移。
第n阶模态振型下的静力值为
Figure PCTCN2018112248-appb-000016
则第n阶模态振型下的位移为
Figure PCTCN2018112248-appb-000017
Figure PCTCN2018112248-appb-000018
Figure PCTCN2018112248-appb-000019
其中，S an和S a1分别为设计地震加速度反应谱第n结构周期的谱值；
令
Figure PCTCN2018112248-appb-000020
则
Figure PCTCN2018112248-appb-000021
在所述步骤S33中，采用平方和开平方法或者完全二次组合法，合成结构抗震响应效应，即位移。
其中，平方和开平方：
Figure PCTCN2018112248-appb-000022
其中，完全二次组合法：
Figure PCTCN2018112248-appb-000023
ρ in为振型偶联系数，
Figure PCTCN2018112248-appb-000024
其中，ζ i、ζ n分别为第i个和第n个振型的阻尼比，ρ in为第i个结构频率与第n个结构频率的相关系数，λ T为第i个结构频率与第n个结构频率的比值。
S34.令结构抗震响应效应等于所设计结构的不同的性能水准，求解不同性能水准下，结构第一周期单自由度体系的性能水准；
S4.将步骤S1中选出的地震动记录，输入到不同性能水准下的结构第一周期单自由度体系中，反复调整地震动记录的大小，使得结构第一周期单自由度体系的位移反应峰值达到对应第一周期单自由度体系的性能水准，得到不同性能水准下每条地震动记录加速度峰值和地震加速度反应谱值；
S5.建立不同性能水准下地震动记录加速度峰值和地震加速度反应谱值的概率密度函数，即计算得到不同性能水准时的地震动记录加速度峰值和地震加速度反应谱值的概率密度函数；
S6.设定地震动记录加速度峰值和地震加速度反应谱值的超越概率，确定相应地震加速度反应谱值和地震动记录加速度峰值的确定值，根据地震加速度反应谱值和地震动记录加速度峰值的确定值，确定达到性能水准的地震发生年超越概率函数；
按照抗震设计场地的地震环境特征，设定地震，采用地震危险性分析，建立地震发生年超越概率和地震动记录加速度峰值、地震加速度反应谱值曲线，确定不同性能水准下，地震动记录加速度峰值和地震加速度反应谱值的地震发生年超越概率函数，取两者的最大值为达到性能水准的地震发生年超越概率函数。
S7.计算达到性能水准的概率地震风险。
所述步骤S7中，采用马尔可夫链模型对达到性能水准的概率地震风险进行计算。
本发明中地震需求是指达到性能水准的地震加速度反应谱值和地震动记录加速度峰值。
设定地震风险的马尔可夫概率模型链包括：性能水准的设定超越概率、达到性能水准的 地震需求的设定超越概率和达到性能水准的地震发生年超越概率，根据全概率原理，建立达到不同性能水准的概率地震风险评估公式，达到性能水准的概率地震风险等于设定性能水准超越概率×设定地震动记录加速度峰值和地震加速度反应谱值的超越概率×达到性能水准的地震发生年超越概率。
Figure PCTCN2018112248-appb-000025
v DM(n)表示不同性能水准的地震风险概率，损伤指标DM表示性能水准，n表示不同性能水准数，λ IM(n|y)表示不同性能水准的地震发生年超越概率，dG EDP|DM(y|x)表示给定性能水准DM时地震动需求指标EDP的概率密度函数，dG DM(x)表示给定性能水准DM时的概率密度函数。
根据上述公式，完成基于风险概率控制(设定结构不同性能水准的超越概率和设定地震需求超越概率)，达到性能水准的年超越概率，完成地震风险的性能抗震设计评估。
本发明的方法与相关研究的不同点：
1)与地震易损性分析的不同：地震易损性分析是基于地震危险性分析给定地震强度，在给定一定地震强度水平时，确定地震需求的条件概率。本发明是设定超越概率，确定结构性能水准，在性能水准一定时，确定地震需求的条件概率。
2)与现行弹性设计方法的不同：我国、欧美抗规均是按照设防烈度或地震动参数计算地震作用。本发明的性能水准和地震需求均需设定超越概率，作为地震风险的概率控制水平，基于性能水准和缩放技术，确定地面运动的加速度峰值和反应谱谱强度，作为地震动输入计算地震作用。
3)与模态PUSHOVER分析方法的不同：Chopra等的模态PUSHOVER分析(参考文献40)是基于规范设计反应谱输入地震动参数。本发明是基于性能水准，确定输入地震动参数。
4)与模态PUSHOVER的地面运动缩放方法的不同：模态PUSHOVER缩放，是基于规范设计反应谱确定位移目标，进行地面运动缩放。本发明缩放方法是确定结构性能水准转单自由度体系的性能水准，然后按照结构性能水准，进行地面运动缩放。
本发明的设定地震风险的性能抗震设计评估方法，以反问题的视角，从性能水准的超越概率出发(不是地震危险性分析出发)，提出了一种设定超越概率，确定结构性能水准，在性能水准一定时，确定地震需求，设定了地震需求的超越概率，与设定地震的地震危险性结合，最终确定地震动输入，建立达到性能水准的概率地震风险评估方法的新方法。这与基于性能的抗震设计原始初衷不完全一致，从“基于性能水准”出发，是从最终结果把握设计，设计 主控性、目标性明显增强。
应当理解的是，对本领域普通技术人员来说，可以根据上述说明加以改进或变换，而所有这些改进和变换都应属于本发明所附权利要求的保护范围。

Claims (7)

  1. 一种设定地震风险的性能抗震设计评估方法，其特征在于，包括如下步骤，
    S1.按照抗震设计场地的地震环境特征，选择地震动记录，并根据地震风险控制要求，设定所设计结构不同性能水准的超越概率；
    S2.设定所设计结构的不同性能水准的超越概率，确定结构不同的抗震性能水准；
    S3.对于所设计结构的不同的性能水准，求解不同性能水准下，结构第一周期单自由度体系的性能水准；
    S4.将步骤S1中选出的地震动记录，输入到不同性能水准下的结构第一周期单自由度体系中，反复调整地震动记录的大小，使得结构第一周期单自由度体系的位移反应峰值达到对应第一周期单自由度体系的性能水准，得到不同性能水准下每条地震动记录加速度峰值和地震加速度反应谱值；
    S5.建立不同性能水准下地震动记录加速度峰值和地震加速度反应谱值的概率密度函数，即计算得到不同性能水准时的地震动记录加速度峰值和地震加速度反应谱值的概率密度函数；
    S6.设定地震动记录加速度峰值和地震加速度反应谱值的超越概率，确定相应地震加速度反应谱值和地震动记录加速度峰值的确定值，根据地震加速度反应谱值和地震动记录加速度峰值的确定值，确定达到性能水准的地震发生年超越概率函数；
    S7.计算达到性能水准的概率地震风险。
  2. 根据权利要求1所述的设定地震风险的性能抗震设计评估方法，其特征在于，所述步骤S3具体包括：
    S31.根据所设计结构，计算不同模态振型下结构周期、模态振型和模态参与系数；
    S32.对于任意反应量，计算不同模态振型的贡献系数，设定贡献阈值ε，求解需要模态振型的个数；
    S33.以第一结构周期为标准单自由度弹塑性结构体系为基础合成结构抗震响应效应；
    S34.令结构抗震响应效应等于所设计结构的不同的性能水准，求解不同性能水准下，结构第一周期单自由度体系的性能水准。
  3. 根据权利要求2所述的设定地震风险的性能抗震设计评估方法，其特征在于，在所述步骤S31中，采用动力特征方程对设计结构进行动力特征分析，动力特征方程为，
    Figure PCTCN2018112248-appb-100001
    其中，k为结构本身的刚度矩阵，
    Figure PCTCN2018112248-appb-100002
    为第n阶模态振型的振型，ω n为第n阶模态振型的结构频率，则第n阶模态振型的结构周期
    Figure PCTCN2018112248-appb-100003
    第n阶模态振型的振型参与系数
    Figure PCTCN2018112248-appb-100004
    Figure PCTCN2018112248-appb-100005
    其中N为结构模态振型总阶数，也为模态振型的总数；m j为结构第j层的 质量；
    Figure PCTCN2018112248-appb-100006
    为结构第j层的模态振型。
  4. [根据细则91更正 12.03.2019]　
    根据权利要求2所述的设定地震风险的性能抗震设计评估方法，其特征在于，在所述步骤S33中，采用平方和开平方法或者完全二次组合法，合成结构抗震响应效应。
  5. 根据权利要求1所述的设定地震风险的性能抗震设计评估方法，其特征在于，所述步骤S6具体包括：按照抗震设计场地的地震环境特征，设定地震，采用地震危险性分析，建立地震发生年超越概率和地震动记录加速度峰值、地震加速度反应谱值曲线，确定不同性能水准下，地震动记录加速度峰值和地震加速度反应谱值的地震发生年超越概率函数，取两者的最大值为达到性能水准的地震发生年超越概率函数。
  6. 根据权利要求1所述的设定地震风险的性能抗震设计评估方法，其特征在于，所述步骤S7中，采用马尔可夫链模型对达到性能水准的概率地震风险进行计算。
  7. 根据权利要求6所述的设定地震风险的性能抗震设计评估方法，其特征在于，所述步骤S7中，达到性能水准的概率地震风险等于设定性能水准超越概率×设定地震动记录加速度峰值和地震加速度反应谱值的超越概率×达到性能水准的地震发生年超越概率。
PCT/CN2018/112248 2018-04-02 2018-10-27 设定地震风险的性能抗震设计评估方法 Ceased WO2019192166A1 (zh)

Priority Applications (1)

Application Number Priority Date Filing Date Title
US16/652,419 US10962664B2 (en) 2018-04-02 2018-10-27 Method for assessing a performance-based seismic design by setting a seismic risk

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN201810281664.8A CN108957528B (zh) 2018-04-02 2018-04-02 设定地震风险的性能抗震设计评估方法
CN201810281664.8 2018-04-02

Publications (1)

Publication Number Publication Date
WO2019192166A1 true WO2019192166A1 (zh) 2019-10-10

Family

ID=64498677

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2018/112248 Ceased WO2019192166A1 (zh) 2018-04-02 2018-10-27 设定地震风险的性能抗震设计评估方法

Country Status (3)

Country Link
US (1) US10962664B2 (zh)
CN (1) CN108957528B (zh)
WO (1) WO2019192166A1 (zh)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN117744444A (zh) * 2023-12-26 2024-03-22 广州大学 基于bspls-rsm的结构地震易损性曲面预测方法
CN118607342A (zh) * 2024-04-02 2024-09-06 三峡大学 基于动力学引导支持向量机的结构抗震响应计算方法

Families Citing this family (16)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN110119531B (zh) * 2019-04-03 2022-10-21 青岛理工大学 基于性能水准的全概率性能评估方法
CN112699438B (zh) * 2020-12-25 2021-10-29 中国地震局工程力学研究所 基于破坏强度的全球地震动定量排序的输入地震动选取方法
CN112989755B (zh) * 2021-04-20 2021-08-10 北京华大九天科技股份有限公司 一种集成电路分析中进行整体回代求解和收敛性判定方法
CN113484911B (zh) * 2021-04-30 2022-11-15 石家庄学院 一种基于地震动演化功率谱的地震位移反应计算方法
CN114004436B (zh) * 2021-06-10 2024-05-28 重庆大学 一种基于性能反应谱的自复位海上风电升压站抗震性能评估方法
CN113591181B (zh) * 2021-07-15 2023-11-24 中国建筑科学研究院有限公司 一种利用协调地震作用超越概率进行抗震性能鉴定的方法
CN114065534B (zh) * 2021-11-22 2022-05-03 哈尔滨工业大学 一种地铁地下车站的震后修复方案确定方法
CN114186460B (zh) * 2021-12-09 2024-04-30 中交公路长大桥建设国家工程研究中心有限公司 一种桥梁地震-冲刷灾害耦合作用下的危险性分析方法
CN114491765B (zh) * 2022-02-15 2024-11-29 大连海事大学 一种用于地铁车站地下结构的地震风险分析方法
CN114693066B (zh) * 2022-02-28 2024-03-15 哈尔滨工业大学（深圳） 地震危险性分析方法、装置、设备及存储介质
CN114741862B (zh) * 2022-03-31 2025-11-21 中信建筑设计研究总院有限公司 一种弹性时程分析中地震波调选方法适用性的评估方法
CN114792020B (zh) * 2022-04-12 2024-05-03 大连理工大学 一种基于机器学习的建筑抗震韧性快速评估方法及系统
CN115905372B (zh) * 2023-01-05 2023-10-27 镇江默勒电器有限公司 一种用于核电配电柜的抗震结构分析方法及系统
CN116306174B (zh) * 2023-05-16 2023-08-01 合肥工业大学 近场隔震桥梁多参地震响应及易损性评估方法和系统
CN117236040B (zh) * 2023-09-25 2025-04-18 招商局重庆交通科研设计院有限公司 基于剩余寿命的抗震设防标准确定方法及系统
CN119885401B (zh) * 2025-03-27 2025-07-25 四川省交通勘察设计研究院有限公司 一种公路桥梁结构抗震性能化设计方法

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2001349776A (ja) * 2000-06-07 2001-12-21 Asahi Kasei Corp 建物の振動レベル予測方法及び建物の設計方法
JP2011094394A (ja) * 2009-10-29 2011-05-12 Asahi Kasei Homes Co 耐震設計方法
CN102966196A (zh) * 2012-10-26 2013-03-13 青岛理工大学 工程结构超设防烈度地震的抗震安全评估方法
CN106049951A (zh) * 2016-05-25 2016-10-26 青岛理工大学 多级地震作用下工程结构抗震性能设计评估方法
CN107784154A (zh) * 2017-08-29 2018-03-09 青岛理工大学 一种基于性态双谱的抗震性能概率评估方法

Family Cites Families (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US7069158B2 (en) * 2000-01-12 2006-06-27 Karma2Go. Com, Llc System and method for analyzing structures subjected to catastrophic events
CN102787676B (zh) * 2011-05-20 2014-07-16 青岛理工大学 工程结构多目标性能化抗震设计方法
KR101490308B1 (ko) * 2013-04-30 2015-02-16 대한민국 지진가속도 계측을 통한 건축물 건전성 평가 장치
US9851463B2 (en) * 2014-07-01 2017-12-26 Pgs Geophysical As Interference attenuation of a residual portion of seismic data
KR101549350B1 (ko) * 2014-10-25 2015-09-01 신동열 내진규모 산정을 포함하는 구조물 내진설계 방법 및 그 시스템
CA2951421A1 (en) * 2016-12-14 2018-06-14 Kinetica Computer system and method for building-specific earthquake risk assessment and mitigation
CN107589445B (zh) * 2017-07-25 2024-05-07 青岛理工大学 一种基于设定反应谱的多段天然地震动合成方法
CN107292545B (zh) * 2017-08-23 2020-05-26 中铁二院贵阳勘察设计研究院有限责任公司 一种基于地震风险评估的桥梁抗震分析方法

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2001349776A (ja) * 2000-06-07 2001-12-21 Asahi Kasei Corp 建物の振動レベル予測方法及び建物の設計方法
JP2011094394A (ja) * 2009-10-29 2011-05-12 Asahi Kasei Homes Co 耐震設計方法
CN102966196A (zh) * 2012-10-26 2013-03-13 青岛理工大学 工程结构超设防烈度地震的抗震安全评估方法
CN106049951A (zh) * 2016-05-25 2016-10-26 青岛理工大学 多级地震作用下工程结构抗震性能设计评估方法
CN107784154A (zh) * 2017-08-29 2018-03-09 青岛理工大学 一种基于性态双谱的抗震性能概率评估方法

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN117744444A (zh) * 2023-12-26 2024-03-22 广州大学 基于bspls-rsm的结构地震易损性曲面预测方法
CN118607342A (zh) * 2024-04-02 2024-09-06 三峡大学 基于动力学引导支持向量机的结构抗震响应计算方法

Also Published As

Publication number Publication date
US20200292721A1 (en) 2020-09-17
CN108957528B (zh) 2019-12-17
US10962664B2 (en) 2021-03-30
CN108957528A (zh) 2018-12-07

Similar Documents

Publication Publication Date Title
WO2019192166A1 (zh) 设定地震风险的性能抗震设计评估方法
CN108256141B (zh) 一种基于Copula理论的主余震联合易损性分析方法
CN106049951B (zh) 多级地震作用下工程结构抗震性能设计评估方法
Irwin et al. Wind tunnel testing of high-rise buildings
Abo-El-Ezz et al. Seismic fragility assessment of low-rise stone masonry buildings
WO2019153798A1 (zh) 基于性态双谱的多模态性能化抗震设计方法
CN114792020A (zh) 一种基于机器学习的建筑抗震韧性快速评估方法及系统
WO2019148950A1 (zh) 城市建筑群地震反应非线性历程分析方法及装置
Taflanidis et al. A simulation‐based framework for risk assessment and probabilistic sensitivity analysis of base‐isolated structures
Wu et al. Inelastic displacement spectra and its utilization of DDB design for seismic isolated bridges subjected to near-fault pulse-like ground motions
Su et al. Estimating the peak structural response of high‐rise structures using spectral value‐based intensity measures
CN110472350A (zh) 一种基于虚拟仿真的地震震害评估方法
CN108446444B (zh) 基于性能水准的多模态性能化抗震设计方法
CN108427833B (zh) 基于三维弹塑性地震反应谱的性能化抗震设计方法
Seyedkazemi et al. Comparison of static pushover analysis and IDA-based probabilistic methods for assessing the seismic performance factors of diagrid structures
Elefante et al. Disaggregation-based response weighting scheme for seismic risk assessment of structures
Archila et al. New insights on effects of directionality and duration of near‐field ground motions on seismic response of tall buildings
CN108537360A (zh) 一种顾及多因子的自适应Kalman滤波滑坡预报方法
CN119830647A (zh) 对通过直接位移法设计的隔震结构的损伤预测方法
Pejovic et al. Seismic loss assessment of RC high-rise buildings designed according to Eurocode 8
CN118797987A (zh) 一种基于多标准决策的地震序列向量型强度参数选择方法
JP6850615B2 (ja) 耐震補強設計支援装置、耐震補強設計手法、及びプログラム
Wanyonyi et al. Adoption of Green Neighbourhood Development: A Case of Affordable Housing Projects
Shakya GNDT II level approach for seismic vulnerability assessment of unreinforced masonry (URM) building stock
Spence et al. Earthquake loss estimation and mitigation in Europe: a review and comparison of alternative approaches

Legal Events

Date Code Title Description
121 Ep: the epo has been informed by wipo that ep was designated in this application

Ref document number: 18913828

Country of ref document: EP

Kind code of ref document: A1

NENP Non-entry into the national phase

Ref country code: DE

122 Ep: pct application non-entry in european phase

Ref document number: 18913828

Country of ref document: EP

Kind code of ref document: A1