OpenSees開發(fā)(二)源碼分析

1、OpenSees 開發(fā)（二）源碼分析這是一個平面桁架靜力分析算例，代碼位于 OpenSees2.3.0EXAMPLESExample1main.cpp這里先給出原始源代碼：cpp view plain copy / standard C+ includes#include<stdlib.h> #include <OPS_Globals.h>#include <StandardStream.h> #include <ArrayOfTaggedObjects.h> / includes for the domain classes #include

2、<Domain.h> #include <Node.h> #include <Truss.h> #include <ElasticMaterial.h> #include <SP_Constraint.h>#include <LoadPattern.h> #include <LinearSeries.h> #include <NodalLoad.h>/ includes for the analysis classes#include<StaticAnalysis.h>#include

3、<AnalysisModel.h>#include <Linear.h> #include <PenaltyConstraintHandler.h> #include <DOF_Numberer.h> #include <RCM.h>#include <LoadControl.h> #include <BandSPDLinSOE.h> #include/ init the global<BandSPDLinLapackSolver.h>variabled defined in OPS_Globals

4、.hStandardStreamsserr; OPS_Stream *opserrPtr = &sserr;doubleops_Dt = 0; / Domain *ops_TheActiveDomain = 0; Element *ops_TheActiveElement = 0; / main routine int main(int argc, char *argv) / / now create a domain and a modelbuilder/ andbuild the model/Domain *theDomain =new Domain();/ create the

5、nodes usingconstructor:/Node(tag, ndof, crd1, crd2)/ and then add them to the domainNode*node1 = new Node(1, 2,0.0,0.0);Node*node2 = new Node(2, 2, 144.0,0.0);Node *node3= new Node(3, 2, 168.0, 0.0);Node *node4 =new Node(4, 2, 72.0, 96.0);theDomain->addNode(node1);theDomain->addNode(node2);the

6、Domain->addNode(node3);theDomain->addNode(node4);/ create anelastic material using constriuctor:/ElasticMaterialModel(tag, E)UniaxialMaterialtheMaterial = new ElasticMaterial(1, 3000);/create the truss elements using constructor: / Truss(tag, dim, nd1, nd2, Material &,A)/ andthen add them

7、to the domainTruss *truss1 =new Truss(1, 2, 1, 4, *theMaterial, 10.0);Truss*truss2 = new Truss(2, 2, 2, 4, *theMaterial,5.0);Truss *truss3 = new Truss(3, 2, 3, 4, *theMaterial, 5.0); theDomain->addElement(truss1); theDomain->addElement(truss2);theDomain->addElement(truss3); / create the sin

8、gle-point constraint objects using constructor: /SP_Constraint(tag, nodeTag, dofID, value)/and then add them to the domainSP_Constraint *sp1 = new SP_Constraint(1, 1, 0, 0.0);SP_Constraint *sp2 = new SP_Constraint(2, 1, 1, 0.0);SP_Constraint *sp3 = new SP_Constraint(3, 2, 0, 0.0);SP_Constraint *sp4

9、= new SP_Constraint(4, 2, 1, 0.0);SP_Constraint *sp5 = new SP_Constraint(5, 3, 0, 0.0);SP_Constraint *sp6 = new SP_Constraint(6, 3, 1, 0.0); theDomain->addSP_Constraint(sp1); theDomain->addSP_Constraint(sp2); theDomain->addSP_Constraint(sp3); theDomain->addSP_Constraint(sp4);theDomain-&g

10、t;addSP_Constraint(sp5); theDomain->addSP_Constraint(sp6); / construct a linear time series object using constructor: / LinearSeries() TimeSeries *theSeries = new LinearSeries();/ construct a loadpattren using constructor: / LoadPattern(tag) / and then set its TimeSeries and add it to the domain

11、LoadPattern *theLoadPattern = new LoadPattern(1); theLoadPattern->setTimeSeries(theSeries); theDomain->addLoadPattern(theLoadPattern);/ construct a nodal load using constructor:/NodalLoad(tag, nodeID, Vector &)/ firstconstruct a Vector of size 2 and set the values NOTE C INDEXING/ then con

12、struct the load and add it tothe domainVector theLoadValues(2);theLoadValues(0) = 100.0; theLoadValues(1) = -50.0;NodalLoad *theLoad = new NodalLoad(1, 4,theLoadValues);theDomain->addNodalLoad(theLoad, 1); / create an Analysis object to perform a static analysis of the model / - constructs: / Ana

13、lysisModel oftype AnalysisModel,/EquiSolnAlgo of typeLinear /StaticIntegrator of type LoadControl/ ConstraintHandler of type Penalty / DOF_Numberer which uses RCM / LinearSOEof type Band SPD/ and then the StaticAnalysisobjectAnalysisModel *theModel = newAnalysisModel();EquiSolnAlgo *theSolnAlgo= new

14、 Linear();StaticIntegrator *theIntegrator =new LoadControl(1.0, 1, 1.0, 1.0);ConstraintHandler*theHandler = new PenaltyConstraintHandler(1.0e8,1.0e8);RCM*theRCM = new RCM();DOF_Numberer*theNumberer = newDOF_Numberer(*theRCM); BandSPDLinSolver *theSolver = new BandSPDLinLapackSolver();LinearSOE*theSO

15、E = newBandSPDLinSOE(*theSolver);StaticAnalysistheAnalysis(*theDomain,*theHandler,*theNumberer,*theModel,*theSolnAlgo,*theSOE,*theIntegrator); /perform the analysis & print out the results for the domain int numSteps = 1;opserr <<theAnalysis.analyze(numSteps);*theDomain; 代碼：exit(0); 接下去一步一

16、步解釋cpp view plain copy / 創(chuàng)建一個有限元模型 Domain *theDomain = new Domain();cpp view plain copy / 創(chuàng)建 4 個節(jié)點，詳細見說明 1 Node *node1 = new Node(1, 2,0.0, 0.0); Node *node2 =new Node(2, 2, 144.0,0.0); Node *node3 = newNode(3, 2, 168.0, 0.0);Node *node4 = new Node(4,2, 72.0, 96.0);說明 1： Node 構造函數(shù)位于 OpenSees2.3.0SRC

17、domainnodeNode.cpp 源碼定義如下：*Node:Node(int tag, int ndof, double Crd1, double Crd2):DomainComponent(tag,NOD_TAG_Node),numberDOF(ndof), theDOF_GroupPtr(0),Crd = new Vector(2);(*Crd)(0) = Crd1;(*Crd)(1) = Crd2;*參數(shù) tag 為該節(jié)點的標簽，指定給基類 :DomainComponent(tag,NOD_TAG_Node), NOD_TAG_Node 是一個枚舉值，表明該 DomainCompon

18、ent 對象是一個節(jié)點類型；ndof 該節(jié)點的自由度，本例中，節(jié)點都為兩個自由度；Crd1, Crd2 為該 2 維節(jié)點的坐標，賦于成員變量 Crd ，這是 一個類數(shù)組的數(shù)據(jù)類型，創(chuàng)建了一個含該點坐標信息的數(shù)組。cpp view plain copy / 將 4 個節(jié)點對象加入有限元模型中/ 如果兩個 node 對象 tag 相同，則會返回失敗 theDomain->addNode(node1); theDomain->addNode(node2); theDomain->addNode(node3);theDomain->addNode(node4);cpp view

19、 plain copy /創(chuàng)建一個彈性材料， 見說明 2 UniaxialMaterial *theMaterial = new ElasticMaterial(1, 3000);說明 2 ：創(chuàng)建材料對象*UniaxialMaterial *theMaterial = newElasticMaterial(1,3000);*UniaxialMaterial 類官方說明： /OpenSees/api/doxygen2/ht ml/classElasticMaterial.html其中， ElasticMaterial 為 UniaxialMa

20、terial 派生類意為理想彈性材料 /wiki/index.php/Elastic_Uniaxi al_Material構造函數(shù)申明：*ElasticMaterial(int tag, double E, double eta =0.0);*實現(xiàn)：*ElasticMaterial:ElasticMaterial(int tag, double e, doubleet):UniaxialMaterial(tag,MAT_TAG_ElasticMaterial), trialStrain(0.0), trialStrainRate(0.0),

21、 E(e), eta(et), parameterID(0)*其中，第一個參數(shù) tag 為標簽，傳遞給基類構造函數(shù)， e 為 彈性模型， et 為材料阻尼比， 默認為 0.cpp view plain copy / 創(chuàng)建一個工況，編號為 1，暫時未知 LoadPattern *theLoadPattern = new LoadPattern(1); theDomain->addLoadPattern(theLoadPattern); / 暫 時未知這句話什么意思 theLoadPattern->setTimeSeries(new LinearSeries(); / 創(chuàng)建一個節(jié)點荷載

22、向量 Vector theLoadValues(2); theLoadValues(0) = 100.0;theLoadValues(1) = -50.0;/ 第一個參數(shù) tag 標簽，第二個參數(shù)表明施加點荷載的節(jié)點 tag ，第三個參數(shù)是一個向量，表明在第一維度施加 100 個 單位力，第二維度施加反方向 50 單位力 NodalLoad *theLoad = new NodalLoad(1, 4, theLoadValues);/ 將NodalLoad 對象加入模型， 1 表示加入的工況編號 theDomain->addNodalLoad(theLoad, 1); / 如果new N

23、odalLoad 后的節(jié)點編號未在模型中找到，返回失敗/ 如果 addNodalLoad 第 2 個參數(shù)所表示的工況編號不存在， 返回失敗 這里為了避免內(nèi)存泄漏，也為了使代碼的封裝性更強，我更 改了一部分代碼：cpp view plain copy AnalysisModel*theModel = newAnalysisModel(); EquiSolnAlgo *theSolnAlgo = new Linear(); StaticIntegrator *theIntegrator = new LoadControl(1.0, 1, 1.0, 1.0); ConstraintHandler *

24、theHandler = new PenaltyConstraintHandler(1.0e8,1.0e8); RCM*theRCM = new RCM();DOF_Numberer*theNumberer = newDOF_Numberer(*theRCM); BandSPDLinSolver *theSolver = new BandSPDLinLapackSolver();LinearSOE*theSOE = newBandSPDLinSOE(*theSolver); StaticAnalysis theAnalysis(*theDomain, *theHandler,*theNumbe

25、rer, *theModel, *theSolnAlgo, *theSOE, *theIntegrator); 改為：cpp view plain copy / 分析對象封裝 structMyStaticAnalysis : public StaticAnalysis ConstraintHandler *pConstraintHandler;DOF_Numberer*pDOF_Numberer;AnalysisModel*pAnalysisModel;EquiSolnAlgo*pEquiSolnAlgo; LinearSOE*pLinearSOE;StaticIntegrator *pSta

26、ticIntegrator;MyStaticAnalysis(Domain *theDomain) :StaticAnalysis(*theDomain, *(pConstraintHandler = newPenaltyConstraintHandler(1.0e8,1.0e8), *(pDOF_Numberer = new DOF_Numberer(*(new RCM(),*(pAnalysisModel = new AnalysisModel(),*(pEquiSolnAlgo = new Linear(), *(pLinearSOE = new BandSPDLinSOE(*(new BandSPDLinLapackSolver(),*(pStaticIntegrator = new LoadControl(1.0, 1, 1.0, 1.0) MyStaticAnalysis()delete pConstraintHandler;delete pDOF_Numberer;delete pAnalysisModel;delete pEquiSolnAlgo;delete pLinearSOE;delete pStaticIntegrator; ;cpp view plai