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用Opensees进行IDA分析(桥墩模型命令流)

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wipe# Opensees dandun##Units:kN, m, sec# -----------------# Start of model generation# -----------------# Create ModeBulider (with two-dimensions and 3 DOF/node) model basic -ndm 2 -ndf 3# -----------------# tag X Ynode 1 0.0 0.0node 2 0.0 0.0node 3 0.0 2.0node 4 0.0 4.0node 5 0.0 6.0node 6 0.0 8.0node 7 0.0 10.0node 8 0.0 12.0node 9 0.0 14.0node 10 0.0 16.0node 11 0.0 18.0node 12 0.0 20.0# -----------------# Fix supports at base of columns# tag DX DY RZfix 1 1 1 1# ----------------# Concrete tag fc ec0 fcu ecu # Core concrete (confined)uniaxialMaterial Concrete01 1 -25600.0 -0.00219 -17780.0 -0.01 #Cover concrete (unconfined)uniaxialMaterial Concrete01 2 -23400.0 -0.002 -0.0 -0.006# STEEL# Reinforcing steelset fy 400000.0; #Yield stressset E 200000000.0;# Young's modulus# tag fy E0 buniaxialMaterial Steel02 3 $fy $E 0.01 18.5 0.925 0.15 uniaxialMaterial Elastic 11 29043600uniaxialMaterial Elastic 12 12326600uniaxialMaterial Elastic 13 587247596#Define cross-section for nonlinear columns# ---------------------# set some parametersset colWidth 8.18set colDepth 4.28set cover 0.05set As 0.00049# some variables derived from the parametersset y1 [expr $colDepth/2.0]set z1 [expr $colWidth/2.0]section Fiber 1 {# Create the concrete core fiberspatch rect 1 20 30 [expr $cover-$y1] [expr $cover-$z1] [expr $y1-$cover] [expr $z1-$cover]# Create the concrete cover fibers (top, bottom, left, right)patch rect 2 20 5 [expr -$y1] [expr $z1-$cover] $y1 $z1patch rect 2 20 5 [expr -$y1] [expr -$z1] $y1 [expr $cover-$z1]patch rect 2 5 10 [expr -$y1] [expr $cover-$z1] [expr $cover-$y1] [expr $z1-$cover]patch rect 2 5 10 [expr $y1-$cover] [expr $cover-$z1] $y1 [expr $z1-$cover]# Create the reinforcingfibers (left, middle, right)layer straight 3 175 $As [expr $y1-$cover] [expr $z1-$cover] [expr $y1-$cover] [expr $cover-$z1] layer straight 3 175 $As [expr $cover-$y1] [expr $z1-$cover] [expr $cover-$y1] [expr $cover-$z1] layer straight 3 115 $As [expr $y1-$cover] [expr $z1-$cover] [expr $cover-$y1] [expr $z1-$cover] layer straight 3 115 $As [expr $y1-$cover] [expr $cover-$z1] [expr $cover-$y1] [expr $cover-$z1] }# Define column elements# ----------------------# Geometry of column elements# taggeomTransf Linear 1# Number of integration points along length of elementsset np 5# Create the columns using Beam-column elements# tag ndI ndJ secID transfTagelement nonlinearBeamColumn 2 2 3 $np 1 1element nonlinearBeamColumn 3 3 4 $np 1 1element nonlinearBeamColumn 4 4 5 $np 1 1element nonlinearBeamColumn 5 5 6 $np 1 1element nonlinearBeamColumn 6 6 7 $np 1 1element nonlinearBeamColumn 7 7 8 $np 1 1element nonlinearBeamColumn 8 8 9 $np 1 1element nonlinearBeamColumn 9 9 10 $np 1 1element nonlinearBeamColumn 10 10 11 $np 1 1element nonlinearBeamColumn 11 11 12 $np 1 1equalDOF 1 2 1 2element zeroLength 111 1 2 -mat 13 -dir 3set m [expr 3355.7]set n [expr 175.1]# tag MX MY RZmass 2 $n $n 1e-8mass 3 $n $n 1e-8mass 4 $n $n 1e-8mass 5 $n $n 1e-8mass 6 $n $n 1e-8mass 7 $n $n 1e-8mass 8 $n $n 1e-8mass 9 $n $n 1e-8mass 10 $n $n 1e-8mass 11 $n $n 1e-8mass 12 $m $m 1e-8# Set a parameter for the axial loadset P 33557.0; # of axial capacity of columnsset Q 1715.5; # of axial capacity of columns# Create a Plain load pattern with a Linear TimeSeries pattern Plain 1 "Constant" {# Create nodal loads at nodes 9# nd FX FY MZload 12 0.0 [expr -$P] 0.0load 2 0.0 [expr -$Q] 0.0load 3 0.0 [expr -$Q] 0.0load 4 0.0 [expr -$Q] 0.0load 5 0.0 [expr -$Q] 0.0load 6 0.0 [expr -$Q] 0.0load 7 0.0 [expr -$Q] 0.0load 8 0.0 [expr -$Q] 0.0load 9 0.0 [expr -$Q] 0.0load 10 0.0 [expr -$Q] 0.0load 11 0.0 [expr -$Q] 0.0}system SparseGeneral -piv# Create the constraint handlerconstraints Transformation# Create the time integration scheme# Create the DOF numberernumberer RCMtest NormDispIncr 1.0e-8 30 5# Create the solution algorithmalgorithm Newton# create the transient analysisintegrator LoadControl 1# -----------------# End of analysis generation# -------------------analysis Staticinitializeanalyze 1# End of static analysis# -------------------# --建立文件# 第1条波---15set dataDir Dynamic-Output-15;# name of output folderfile mkdir $dataDir; # create output folder# ------# 定义峰值加速度（g）foreach pga {0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5} {puts [format "The PGA is %3.2f g" $pga]recorder Node -file [format "$dataDir/zhuanjiao%4.3f.out" $pga] -time -node 2 -dof 3 disp recorder Node -file [format "$dataDir/new%4.3f.out" $pga] -time -node 12 -dof 1 disprecorder plot [format "$dataDir/new%4.3f.out" $pga] Node_Disp 650 0 710 390 -columns 1 2 recorder Element -file [format "$dataDir/Curvature-%4.3f.out" $pga] -time -ele 2 section 1 deformationrecorder Element -file [format "$dataDir/Force-%4.3f.out" $pga] -time -ele 2 section 1 force wipeAnalysissetTime 0.0set g [expr 6.289*9.81*$pga]set tabasFN "Path -filePath 15.txt -dt 0.01 -factor $g"#Define the excitation using the 960 ground motion records# tag dir accel series argspattern UniformExcitation 2 1 -accel $tabasFN# add some mass proportional damping# define DAMPING#---------------------------------------------------------------------set xDamp 0.05;# 2% damping ratioset lambda [eigen 1]; # eigenvalue mode 1set omega [expr pow($lambda,0.5)];set alphaM 0.;# M-prop. damping; D = alphaM*Mset betaKcurr 0.; # K-proportional damping; +beatKcurr*KCurrent set betaKcomm [expr 2.*$xDamp/($omega)]; # K-prop. damping parameter; +betaKcomm*KlastCommittset betaKinit 0.; # initial-stiffness proportional damping +beatKinit*Kini# define dampingrayleigh $alphaM $betaKcurr $betaKinit $betaKcomm; # RAYLEIGH damping#---------------------------------------------------------------------# Create the convergence testtest EnergyIncr 1.0e-8 30 5# Create the solution algorithmalgorithm Newton# Create the system of equation storage and solversystem SparseGeneral -piv# Create the constraint handlerconstraints Transformation# Create the time integration schemeintegrator Newmark 0.5 0.25# Create the DOF numberernumberer RCM# create the transient analysisanalysis VariableTransientrecorder Element -file [format "$dataDir/ele1Concrete-%4.3f.out" $pga] -time -ele 2 section 1 fiber -2.05 -4.0 1 stressStrainrecorder Element -file [format "$dataDir/ele1sec1StressStraingangjin%4.3f.out" $pga] -time -ele 2 section 1 fiber -2.05 -4.0 3 stressStrainrecorder plot [format "$dataDir/ele1sec1StressStraingangjin%4.3f.out" $pga] strain-stress 0 300 700 400 -columns 3 2recorder Element -file [format "$dataDir/ele1-%4.3f.out" $pga] -time -ele 1 localForcerecorder Element -file [format "$dataDir/ele2-%4.3f.out" $pga] -time -ele 2 localForce#Perform the analysis# numSteps dtanalyze 4000 0.005 0.0000000001 0.005 30# ------set PI 3.1415926set lambda [eigen 1]set omega [expr pow($lambda,0.5)]set Tperiod [expr 2*$PI/$omega]puts "T1: $Tperiod"remove loadPattern 2remove recorders;reset;}注：同文目录下需要编号为15.txt的地震记录文件，时间间隔为0.01s，PGA为0.159g，如下：-0.0124-0.002680.00820.01980.0377 0.0378 0.0309 0.0201 0.00885 0.00074 -0.00136 0.0027 0.0105 0.01890.025 0.0274 0.02670.026 0.0282 0.0345 0.0436 0.0532 0.0595 0.0594 0.0521 0.0405 0.0278 0.0164 0.00667 -0.00233 -0.0117 -0.0221 -0.0331 -0.0444 -0.0552 -0.0628 -0.064 -0.0578 -0.0464 -0.0334 -0.0213 -0.0109 -0.00136 0.008110.01690.02340.02680.02650.02510.0230.01860.0106 0.000209 -0.00818 -0.0109 -0.00759 -0.000752 0.00608 0.00956 0.008270.0033 -0.00281 -0.00686 -0.00659 -0.00208 0.004540.01010.01210.0107 0.00815 0.00744 0.009590.01310.01520.01450.0113 0.00779 0.00629 0.00706 0.00692 0.00174 -0.00993 -0.0262 -0.0439 -0.0605-0.0741-0.0814-0.0803-0.0724-0.061-0.0398 -0.0313 -0.023 -0.014 -0.004 0.00632 0.0141 0.0152 0.00802 -0.00407 -0.0126 -0.0104 0.003460.024 0.0453 0.06370.077 0.0804 0.0699 0.0468 0.0167 -0.0125 -0.0303 -0.029 -0.0101 0.0178 0.0438 0.0612 0.0698 0.0742 0.0769 0.0757 0.0676 0.05250.033 0.0124 -0.00684 -0.0214 -0.0272 -0.0233 -0.0125 0.0005340.01250.0312 0.0397 0.04580.046 0.0391 0.0271 0.0134 0.00139 -0.00477 -0.00219 0.00819 0.0226 0.0361 0.0423 0.0376 0.0236 0.00522 -0.0128 -0.0283 -0.0418 -0.0549 -0.0678 -0.0777 -0.0823 -0.0818 -0.0784 -0.0748 -0.073 -0.0736 -0.0756 -0.0774 -0.0765 -0.071 -0.0611 -0.0485 -0.0357 -0.0238 -0.0131 -0.0026 0.008220.01960.02990.0340.0124 -0.00687 -0.0218 -0.0274 -0.0247 -0.0182 -0.0124 -0.00987 -0.0116 -0.0177 -0.027 -0.0378 -0.0483 -0.0582 -0.0672 -0.0724 -0.0688 -0.0548 -0.0331 -0.008490.015 0.03620.056 0.07590.0970.1190.1370.1450.1410.1280.113 0.0983 0.0875 0.0817 0.0814 0.0858 0.0923 0.09850.10.09380.07970.0610.04170.00794 -0.00748 -0.0235 -0.0406 -0.0584 -0.0764 -0.0935 -0.106-0.11 -0.104 -0.0925 -0.0788 -0.0664 -0.0563 -0.0482 -0.0441 -0.0465 -0.0553 -0.068 -0.0814 -0.0915 -0.0939 -0.0873 -0.0743 -0.059 -0.0449 -0.0328 -0.0219 -0.0107 0.00151 0.0148 0.0284 0.0419 0.0548 0.0673 0.0787 0.0869 0.09060.09050.08870.08650.08280.07460.04210.02180.0021 -0.0163 -0.0335-0.048 -0.0566 -0.0575 -0.0524 -0.0447 -0.0375-0.032 -0.0275 -0.0231-0.018 -0.0119 -0.0056 -0.000207 0.00316 0.004460.00510.00770.0140.02360.03480.04470.04910.04520.03440.02080.0105 0.008220.01390.02340.03020.02970.02210.011 0.000109 -0.00847-0.0148-0.0192-0.0214-0.0209 -0.0198 -0.0197 -0.021 -0.0219-0.02 -0.0144 -0.00597 0.00335 0.0104 0.0116 0.00573 -0.00525 -0.017 -0.0233 -0.0201 -0.00854 0.00724 0.02280.036 0.04720.058 0.0691 0.0764 0.0728 0.0553 0.0271 -0.00512 -0.0359 -0.0613 -0.0772 -0.0822 -0.0791 -0.0727 -0.0671 -0.0635 -0.0613 -0.0589 -0.0546 -0.0467-0.035 -0.0208 -0.005830.02210.03530.04850.06230.07610.08570.0830.06390.0319 -0.00216 -0.0243 -0.0275 -0.0151 0.003420.01970.02940.03020.0226 0.00974 -0.00459 -0.0179 -0.0298 -0.0411-0.053-0.066 -0.0788 -0.0873 -0.0872 -0.0782 -0.0637 -0.0482 -0.0344 -0.0227 -0.0119 -0.0005330.0120.02520.03690.04420.04620.04470.04470.05080.07670.08040.06960.04710.0198 -0.00578 -0.0257-0.036 -0.0351 -0.0257 -0.0128 -0.000396 0.009880.01880.02770.03690.04190.03780.0236 0.00283 -0.0197 -0.0398 -0.0524 -0.0532 -0.0422 -0.0241 -0.004610.01290.02790.04130.05130.05450.05010.0430.04110.04910.06560.08320.09040.07960.05330.02320.00148-0.0075 -0.00916 -0.0192 -0.0384 -0.0623 -0.0858-0.106-0.124-0.14-0.154-0.159-0.15-0.129-0.102-0.074 -0.0493 -0.0272 -0.005740.01680.03940.05580.05970.05080.03420.0163 0.000908 -0.0111 -0.0193 -0.0222 -0.0195 -0.0128 -0.00493 0.0000243 -0.00136 -0.00938 -0.0214。

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基于opensees的柱板式空心高墩抗震性能分析

基于opensees的柱板式空心高墩抗震性能分析


图 ２ 墩身截面尺寸图( 单位:ｃｍ)
柱板式空心墩的板采用分层壳单元 [８] 模拟ꎬ
按构件实际情况沿厚度分层ꎬ并赋予对应的材料.
( ａ) 轴压比 ０.１( ＲＣ￣１)
２.２ 材料本构
混凝土本构采用基于 Ｋｅｎｔ￣ｓｃｏｔｔ￣Ｐａｒｋ 的 Ｃｏｎ￣
ｃｒｅｔｅ０１ 模型ꎬＣｏｎｃｒｅｔｅ０１ 模型受压的骨架曲线可按
３ 抗震性能分析
通过 ＯｐｅｎＳｅｅｓ 分别对 ２ 种不同桥墩进行模拟
分析ꎬ从滞回曲线和骨架曲线分析 ２ 种桥墩的抗震
性能ꎬ对比研究 ２ 种截面型空心高墩抗震性能的差
异性.
３.１ 滞回曲线
由于篇幅原因只列出轴压比为 ０. １ 和 ０. ４ 时
( ｄ) 轴压比 ０.４( ＲＣ￣２)
图 ３ 不同轴压比下 ２ 墩的滞回曲线
中图分类号:Ｕ４４３.２２
文献标志码:Ａ
随着我国交通事业的迅猛发展ꎬ线路跨越高山
峡谷及河流大多数采用高墩大跨度桥梁结构.目前
国内修建的高墩大跨度桥梁ꎬ桥墩多采用空心墩.
构ꎬ主桥的跨度为( ６５ ＋ ２ × １２０ ＋ ６５) ｍꎬ下部结构是
薄壁式矩形空心墩ꎬ主桥的桥型布置如图 １ 所示.
空心墩能很好的解决高墩基础的设计及其抗震性
能和桥梁刚度的要求等问题 [１] . 但因其受力较大ꎬ
且受刚度条件的制约ꎬ导致设计截面尺寸往往较
大ꎬ且箍筋的约束效果减弱ꎬ不能有效发挥桥墩的
延性性能. 为了保证高墩结构拥有良好的抗震性
能ꎬ高墩结构应不只具有一定的强度ꎬ还应具有一
定的变形能力和延性 [２] . 美国 Ｃａｌｔｒａｎｓ 提出了一种
图 １ 桥型布置图( 单位:ｍ)
第 ２７ 卷 第 ２ 期
基于OpenSEES的车-轨-桥快速仿真分析技术

基于OpenSEES的车-轨-桥快速仿真分析技术

第18卷第4期铁道科学与工程学报Volume18Number4 2021年4月Journal of Railway Science and Engineering April2021 DOI:10.19713/ki.43−1423/u.T20200552基于OpenSEES的车−轨−桥快速仿真分析技术刘汉云1，余志武2,3，国巍2,3，蒋丽忠2,3(1.长沙理工大学土木工程学院，湖南长沙410114；2.中南大学土木工程学院，湖南长沙410075；3.高速铁路建造技术国家工程实验室，湖南长沙410075)摘要：针对车-轨-桥耦合系统建模效率低下的问题，采用客户端-服务器原理，在OpenSEES单一平台中实现了车-轨-桥系统快速仿真分析。

其将车辆、轨/桥两子系统在OpenSEES软件中建模并封装成服务器，各服务器之间地位相等，无主次之分；轮轨接触关系被处理成客户端协调器；客户端协调器与服务器通过网络通讯技术进行实时逐步数据交互。

从而无需编程即可在OpenSEES平台实现车桥耦合振动分析。

数值算例表明：该模拟方法能够将OpenSEES软件强大的非线性及地震分析功能快速应用于车−轨−桥耦合问题求解，是一种实用方便、简单易学的车−轨−桥耦合振动分析方法。

关键词：铁路工程；车−轨−桥耦合系统；客户端−服务器原理；OpenSEES；快速仿真分析技术；子系统中图分类号：U441.7文献标志码：A文章编号：1672−7029(2021)04−0957−09A rapid simulation technique of the train-track-bridge interaction based on OpenSEESLIU Hanyun1,YU Zhiwu2,3,GUO Wei2,3,JIANG Lizhong2,3(1.School of Civil Engineering,Changsha University of Science&Technology,Changsha410114,China;2.School of Civil Engineering,Central South University,Changsha410075,China;3.National Engineering Laboratory for High-Speed Railway Construction,Changsha410075,China)Abstract:Aiming at the problem of low modeling efficiency of the train-track-bridge coupling system,this paper achieves the rapid simulation analysis of the train-track-bridge(TTB)system in the OpenSEES single simulation platform based on the client-server technique.Firstly,the two subsystems of train and track/bridge were simulated by Open/SEES and were then packaged as independent servers,where each server was equal and there was no hierarchy between servers.Meanwhile,the coupled wheel-rail contact relationship was handled as a client with OpenSEES.Then,the client and servers performed real-time step-by-step data transmission using a network communication technology.Thus,the vehicle-bridge coupling vibration analysis can be achieved on the OpenSEES platform without having to program.Numerical examples show that the simulation method can quickly apply the powerful nonlinear and seismic analysis functions of OpenSEES software to solve the TTB coupling problem,and can flexibly consider wheel/rail contact nonlinearity and wheel displacement correction etc. It is a practical,simple and easy-to-learn TTB coupling vibration analysis method,particularly suitable for the novice.Key words:railway engineering;train-track-bridge coupled system;client-server technique;OpenSEES;rapid simulation technique;substructure收稿日期：2020−06−15基金项目：国家自然科学基金资助项目(51778630)；高铁联合基金资助项目(U1934217)；高速铁路建造技术国家工程实验室开放基金资助项目通信作者：刘汉云(1989−)，男，湖南邵阳人，讲师，博士，从事车−桥耦合振动研究；E−mail：**************铁道科学与工程学报2021年4月958自1825年英国第1条铁路诞生以来，更快速、更高效的开展车桥耦合振动分析，一直是铁路工作者不懈追求的目标。

opensees命令解释

opensees命令解释

1、定义梁柱单‎元局部坐标‎轴的命令流‎为：geomT‎‎r ansf‎‎ Linea‎‎r $trans‎‎fTag $vecxz‎‎X $vecxz‎‎Y $vecxz‎‎Z其中，$trans‎‎fT ag 代表局部坐‎标轴矢量的‎编号，$vecxz‎‎X $vecxz‎‎Y $vecxz‎‎Z表示局部坐‎标轴的方向‎矢量值。

2、OPENS‎‎E E S 的刚性隔板‎假定命令流‎格式为：rigid‎‎D iaph‎‎r agm $perpD‎‎irn $maste‎‎r Node‎‎T ag $slave‎‎N odeT‎‎a g1 $slave‎‎N odeT‎‎a g2 ...其中，$perpD‎‎irn 表示刚性隔‎板的方法，如实例中楼‎板的刚性隔‎板的平移方‎向为U1（X 方向）与U2（Y 方向），即1-2 平面，该值应为3‎‎。

$maste‎‎r Node‎‎T ag 为主结点，$slave‎‎N odeT‎‎a g1 为从结点。

主结点一般‎为刚性隔板‎刚心。

实例中：rigid‎‎D iaph‎‎r agm 3 35 2，表示刚性隔‎板平动方向‎为1-2 平面，刚心主节点‎为35 点，2号结点为‎从结点。

3、弹性梁柱单‎元的命令流‎：eleme‎‎n t elast‎‎icBea‎‎m Colu‎‎m n $eleTa‎‎g $iNode‎‎ $jNode‎‎$A $E $G $J $Iy $Iz $trans‎‎fTag需要提供截‎面的截面积‎A、截面Y 轴惯性矩I‎‎y，截面Z 轴惯性矩I‎‎z，截面扭转矩‎，截面材料的‎弹性模量E‎‎及剪切模量‎G。

其中：$trans‎‎fTag与$eleTa‎‎g是一致的，表示一个单‎元有自已特‎定的坐标轴‎向量，为了编程的‎方便4、非线性材料‎模型的定义‎(1)uniax‎i alMa‎t eria‎l Steel‎01 1 335 20000‎0 0.00001‎表示，钢筋的屈服‎‎强度为33‎‎5MPa，弹性模量为‎‎20000‎‎0MPa，硬化系数为‎‎0.00001‎‎，即屈服平台‎基本上为水‎平段。

高阶振型对高墩桥梁抗震性能的影响及其识别

高阶振型对高墩桥梁抗震性能的影响及其识别

高阶振型对高墩桥梁抗震性能的影响及其识别卢皓;管仲国;李建中【摘要】For bridges with 60m、90m pier height, yield displacements, ultimate one, displacement ductility and curvature distribution of the critical state were determined with the incremental dynamic analysis (IDA) and pushover method considering the fundamental mode ( MPA). After analyzing the results from IDA and MPA, the effect of higher modal shapes on pier ductility was evaluated under different earthquakes. Curvature distribution along piers under different earthquakes were described to reveal that under the action of strong earthquake plastic hinges are developed at the middle and the upper parts of pier except the base of pier. Capacity diagrams and demand diagrams were developed to identify the plastic level of higher mode respectively in different critical states, they were used to verify that the occurrence of plastic hinge at middle and upper parts of pier is attributed to the contribution of the second modal shape.%针对高60 m、90 m的典型高墩桥梁,运用增量动力分析方法(IDA)和基于基阶振型的非线性静力推导方法(MPA)计算高墩屈服位移、极限位移、位移延性以及临界状态的墩身曲率分布,通过两种方法计算结果的对比分析,评价不同地震波激励下,高阶振型对桥墩延性能力的影响.描述不同地震作用下曲率沿墩高的分布,指出高墩桥梁在强震作用下,除墩底塑性铰外,还会在墩身中上部形成第二个塑性铰区域,并绘制能力谱和需求谱识别高墩在不同临界状态下各高阶振型进入塑性的程度,证实墩身出现塑性铰主要是由于第二阶振形的贡献.【期刊名称】《振动与冲击》【年(卷),期】2012(031)017【总页数】6页(P81-85,98)【关键词】高墩;位移延性能力;高阶振型;IDA;Pushover方法;塑性铰【作者】卢皓;管仲国;李建中【作者单位】同济大学桥梁工程系,上海200092;同济大学桥梁工程系,上海200092;同济大学桥梁工程系,上海200092【正文语种】中文【中图分类】P315.9跨越山谷的高墩桥梁在我国的铁路和公路建设中被广泛使用，例如宜万铁路渡口河特大桥的最高墩128 m，黄延高速公路的洛河特大桥最高墩达143 m。