675 lines
21 KiB
Matlab
675 lines
21 KiB
Matlab
function Groundoverload_2111238(file_in)
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% 本程序采用常应变三角形单元计算地面在局部超载作用下的变形和应力
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% 全局变量
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% gNode ------------- 节点坐标
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% gElement ---------- 单元定义
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% gMaterial --------- 材料性质
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% gBC1 -------------- 约束条件
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% gDF --------------- 分布力
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% gK ---------------- 整体刚度矩阵
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% gDelta ------------ 整体节点坐标
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% gNodeStress ------- 节点应力
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% gElementStress ---- 整体初应力
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% gElementStrain ---- 整体应变
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global gDelta
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if nargin < 1
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file_in = 'Groundoverload.dat' ;
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end
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% 检查文件是否存在
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if exist( file_in ) == 0
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fprintf( '错误：文件 %s 不存在\n', file_in )
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fprintf( '程序终止\n' )
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return ;
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end
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% 根据输入文件名称生成输出文件名称
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[path_str,name_str,ext_str] = fileparts( file_in ) ;
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ext_str_out = '.mat' ;
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file_out = fullfile( path_str, [name_str, ext_str_out] ) ;
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% 检查输出文件是否存在
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if exist( file_out ) ~= 0
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answer = input( sprintf( '文件 %s 已经存在，是否覆盖? ( Yes / [No] ): ', file_out ), 's' ) ;
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if length( answer ) == 1
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answer = 'no' ;
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end
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answer = lower( answer ) ;
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if answer ~= 'y' | answer ~= 'yes'
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fprintf( '请使用另外的文件名，或备份已有的文件\n' ) ;
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fprintf( '程序终止\n' ) ;
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return ;
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end
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end
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% 建立有限元模型并求解，保存结果
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FemModel( file_in ) ; % 定义有限元模型
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SolveModel ; % 求解有限元模型
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SaveResults( file_out ) ; % 保存计算结果
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DisplayModel;
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PlotDisplacement( 2 );
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PlotDisplacementContour( 2, 10, 'r' );
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% 计算结束
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fprintf( '荷载中心点竖直位移 %f m\n', full( gDelta(170,1) ) ) ;
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fprintf( '计算正常结束，结果保存在文件 %s 中\n', file_out ) ;
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return ;
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function FemModel(filename)
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% 定义有限元模型
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% 该函数定义平面问题的有限元模型数据：
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% gNode ------- 节点定义
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% gElement ---- 单元定义
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% gMaterial --- 材料定义，包括弹性模量，梁的截面积和梁的抗弯惯性矩
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% gBC1 -------- 约束条件
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% gDF --------- 分布力
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global gNode gElement gMaterial gBC1 gDF
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% 打开文件
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fid = fopen( filename, 'r' ) ;
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% 读取节点坐标
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node_number = fscanf( fid, '%d', 1 ) ;
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gNode = zeros( node_number, 2 ) ;
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for i=1:node_number
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dummy = fscanf( fid, '%d', 1 ) ;
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gNode( i, : ) = fscanf( fid, '%f', [1, 2] ) ;
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end
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% 读取单元定义
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element_number = fscanf( fid, '%d', 1 ) ;
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gElement = zeros( element_number, 4 ) ;
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for i=1:element_number
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dummy = fscanf( fid, '%d', 1 ) ;
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gElement( i, : ) = fscanf( fid, '%d', [1, 4] ) ;
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end
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% 读取荷载信息
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load_number = fscanf( fid, '%d', 1 ) ;
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gDF = zeros( load_number, 4 ) ;
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for i=1:load_number
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dummy = fscanf( fid, '%d', 1 ) ;
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gDF( i, : ) = fscanf( fid, '%f', [1, 4] ) ;
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end
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% 读取材料信息
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material_number = fscanf( fid, '%d', 1 ) ;
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gMaterial = zeros( material_number, 4 ) ;
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for i=1:material_number
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dummy = fscanf( fid, '%d', 1 ) ;
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gMaterial( i, : ) = fscanf( fid, '%f', [1,4] ) ;
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end
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% 读取边界条件
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bc1_number = fscanf( fid, '%d', 1 ) ;
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gBC1 = zeros( bc1_number, 3 ) ;
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for i=1:bc1_number
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gBC1( i, 1 ) = fscanf( fid, '%d', 1 ) ;
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gBC1( i, 2 ) = fscanf( fid, '%d', 1 ) ;
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gBC1( i, 3 ) = fscanf( fid, '%f', 1 ) ;
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end
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% 关闭文件
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fclose( fid ) ;
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return
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function SolveModel
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% 求解有限元模型
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% 该函数求解有限元模型，过程如下
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% 1. 计算单元刚度矩阵，集成整体刚度矩阵
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% 2. 计算单元的等效节点力，集成整体节点力向量
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% 3. 处理约束条件，修改整体刚度矩阵和节点力向量
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% 4. 求解方程组，得到整体节点位移向量
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% 5. 计算单元应力和节点应力
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global gNode gElement gMaterial gBC1 gK gDelta gNodeStress gElementStress gDF gElementStrain gFE
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%% step 1. 定义整体刚度矩阵和节点力向量
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[node_number,dummy] = size( gNode ) ;
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gK = sparse( node_number * 2, node_number * 2 ) ;
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gFE = sparse( node_number * 2, 1 ) ; %整体内力向量
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f = sparse( node_number * 2, 1 ) ;
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%% step 2. 计算单元刚度矩阵，并集成到整体刚度矩阵中
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[element_number, dunmmy] = size( gElement ) ;
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gElementStrain = zeros( element_number, 3) ; %整体应变矩阵
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gElementStress = zeros( element_number, 6) ; %整体应力矩阵
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for ie=1:1:element_number
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k = StiffnessMatrix( ie ) ;
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AssembleStiffnessMatrix( ie, k ) ;
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end
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%% step 3. 计算地面超载产生的等效节点力
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[df_number,dummy] = size( gDF ) ;
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for idf = 1:1:df_number
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enf = EquivalentNodeForce( gDF(idf,1), gDF(idf,2), gDF(idf,3), gDF(idf,4) )*2 ; %适当扩大外力荷载，增加非线性效果
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i = gElement( gDF(idf,1), 1 ) ;
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j = gElement( gDF(idf,1), 2 ) ;
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m = gElement( gDF(idf,1), 3 ) ;
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f( (i-1)*2+1 : (i-1)*2+2 ) = f( (i-1)*2+1 : (i-1)*2+2 ) + enf( 1:2 ) ;
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f( (j-1)*2+1 : (j-1)*2+2 ) = f( (j-1)*2+1 : (j-1)*2+2 ) + enf( 3:4 ) ;
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f( (m-1)*2+1 : (m-1)*2+2 ) = f( (m-1)*2+1 : (m-1)*2+2 ) + enf( 5:6 ) ;
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end
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%% step 4. 处理约束条件，修改刚度矩阵和节点力向量。采用乘大数法
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[bc_number,dummy] = size( gBC1 ) ;
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for ibc=1:1:bc_number
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n = gBC1(ibc, 1 ) ;
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d = gBC1(ibc, 2 ) ;
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m = (n-1)*2 + d ;
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f(m) = gBC1(ibc, 3)* gK(m,m) * 1e20 ;
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gK(m,m) = gK(m,m) * 1e20 ;
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end
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%% step 5 初应变法迭代
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gDelta1=zeros(node_number * 2,1); %取初值delta0=0
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E = gMaterial( gElement(ie, 4), 1 ) ;%生成弹性模量
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mu = gMaterial( gElement(ie, 4), 2 ) ;%生成泊松比
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D = [ 1-mu mu 0
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mu 1-mu 0
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0 0 (1-2*mu)/2] ;
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D = D*E/(1-2*mu)/(1+mu) ; %建立D矩阵
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%建立整体位移向量
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AD=inv(D);%D的逆矩阵
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js=0;
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while true
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%计算整体位移向量
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for ie=1:1:element_number
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if js==0
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eps_l=zeros(3,1); %初应力
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end
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delta = NodeDe( ie,gDelta1);
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eps = MatrixB( ie ) * delta; %公式2求epsilon0
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sigma0= D * (eps-eps_l); %公式4-1
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epsilon0_sigma=unlinerD_1(ie,sigma0)*sigma0;%公式3非线性关系
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epsilon0=epsilon0_sigma-AD*sigma0;%公式4-2
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eps_l=epsilon0;
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for i = 1:1:3
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gElementStrain(ie,i) = epsilon0(i);
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end
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FE = elementforce( ie ,gElementStrain(ie,:),D) ;
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gFE = AssembleFE( ie, FE ) ;
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end
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%组装整体内力向量
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gDelta = gK \ (f + gFE);
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conv=norm(gDelta1-gDelta)/norm(gDelta)
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fprintf('迭代次数：%d 不平衡力/总外力：%e \n',js,conv)
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if conv<=1e-3||js>1000 %判断是否达到精度要求
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break
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else
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gDelta1=gDelta;
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end
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js=js+1;
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end
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%% step 6. 计算节点应力(采用绕节点加权平均)
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gNodeStress = zeros( node_number, 6 ) ;
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for i=1:node_number
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S = zeros( 1, 3 ) ;
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A = 0 ;
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for ie=1:1:element_number
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for k=1:1:3
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if i == gElement( ie, k )
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area= ElementArea( ie ) ;
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S = S + gElementStress(ie,1:3 ) * area ;
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A = A + area ;
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break ;
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end
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end
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end
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gNodeStress(i,1:3) = S / A ;
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gNodeStress(i,6) = 0.5*sqrt( (gNodeStress(i,1)-gNodeStress(i,2))^2 + 4*gNodeStress(i,3)^2 ) ;
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gNodeStress(i,4) = 0.5*(gNodeStress(i,1)+gNodeStress(i,2)) + gNodeStress(i,6) ;
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gNodeStress(i,5) = 0.5*(gNodeStress(i,1)+gNodeStress(i,2)) - gNodeStress(i,6) ;
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end
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return
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function B = MatrixB( ie )
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% 计算单元的应变矩阵B
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% 输入参数:
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% ie ---- 单元号
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% 返回值:
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% B ---- 单元应变矩阵
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global gNode gElement
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xi = gNode( gElement( ie, 1 ), 1 ) ;
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yi = gNode( gElement( ie, 1 ), 2 ) ;
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xj = gNode( gElement( ie, 2 ), 1 ) ;
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yj = gNode( gElement( ie, 2 ), 2 ) ;
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xm = gNode( gElement( ie, 3 ), 1 ) ;
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ym = gNode( gElement( ie, 3 ), 2 ) ;
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ai = xj*ym - xm*yj ;
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aj = xm*yi - xi*ym ;
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am = xi*yj - xj*yi ;
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bi = yj - ym ;
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bj = ym - yi ;
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bm = yi - yj ;
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ci = -(xj-xm) ;
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cj = -(xm-xi) ;
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cm = -(xi-xj) ;
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area = abs((ai+aj+am)/2) ;
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B = [bi 0 bj 0 bm 0
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0 ci 0 cj 0 cm
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ci bi cj bj cm bm] ;
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B = B/2/area ;
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return
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function area = ElementArea( ie )
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% 计算单元面积
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% 输入参数:
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% ie ---- 单元号
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% 返回值:
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% area ---- 单元面积
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global gNode gElement
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xi = gNode( gElement( ie, 1 ), 1 ) ;
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yi = gNode( gElement( ie, 1 ), 2 ) ;
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xj = gNode( gElement( ie, 2 ), 1 ) ;
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yj = gNode( gElement( ie, 2 ), 2 ) ;
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xm = gNode( gElement( ie, 3 ), 1 ) ;
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ym = gNode( gElement( ie, 3 ), 2 ) ;
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ai = xj*ym - xm*yj ;
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aj = xm*yi - xi*ym ;
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am = xi*yj - xj*yi ;
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area = abs((ai+aj+am)/2) ;
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return
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function k = StiffnessMatrix( ie )
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% 计算单元刚度矩阵
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% 输入参数:
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% ie ---- 单元号
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% 返回值:
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% k ---- 单元刚度矩阵
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global gElement gMaterial
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k = zeros( 6, 6 ) ;
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h = gMaterial( gElement(ie, 4), 3 ) ;
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B = MatrixB( ie );
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area = ElementArea( ie );
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E = gMaterial( gElement(ie, 4), 1 ) ;
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mu = gMaterial( gElement(ie, 4), 2 ) ;
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D = [ 1-mu mu 0
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mu 1-mu 0
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0 0 (1-2*mu)/2] ;
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D = D*E/(1-2*mu)/(1+mu) ;
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k = transpose(B)*D*B*h*abs(area) ;
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return
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function FE = elementforce( ie ,ElementStrain,D)
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% 计算单元力矩阵
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% 输入参数:
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% ie ---- 单元号
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% 返回值:
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% FE ---- 单元力
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global gElement gMaterial
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% FE = zeros( 6, 6 ) ;
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thickness = gMaterial( gElement(ie, 4), 3 ) ;
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area = ElementArea(ie);
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B = MatrixB( ie );
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% sigma0 = [gElementStress(ie,1);gElementStress(ie,2);gElementStress(ie,3)];
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FE = transpose(B)*D*ElementStrain'*thickness*abs(area) ;
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return
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function gFE = AssembleFE(ie, FE)
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global gElement gFE
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for i = 1:1:3
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gFE(gElement(ie,i)*2-1)=gFE(gElement(ie,i)*2-1)+FE(i*2-1);
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gFE(gElement(ie,i)*2)=gFE(gElement(ie,i)*2)+FE(i*2);
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end
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return
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function D_1 = unlinerD_1(ie,sigma)
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%计算非线性弹性D矩阵
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% 输入参数:
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% ie ---- 单元号
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% 返回值:
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% D ---- D矩阵
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global gElement gMaterial
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E = gMaterial( gElement(ie, 4), 1 ) ;
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mu = gMaterial( gElement(ie, 4), 2 ) ;
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D = [ 1-mu mu 0
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mu 1-mu 0
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0 0 (1-2*mu)/2] ;
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sigmax = sigma(1);
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sigmay = sigma(2);
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D_1 = inv(D)*((E-sigmax-sigmay)/(1-2*mu)/(1+mu) )^(-1); %注意算法无法模拟软化阶段，所以定义本构时候不能出现下降段本构
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return
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function delta = NodeDe( ie ,gDelta)
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% 计算单元节点位移列阵
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global gElement
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delta = zeros( 6, 1 ) ;
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for j=1:1:3
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delta( 2*j-1 ) = gDelta( 2*gElement( ie, j )-1 ) ;
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delta( 2*j ) = gDelta( 2*gElement( ie, j ) ) ;
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end
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return
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function AssembleStiffnessMatrix( ie, k )
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% 把单元刚度矩阵集成到整体刚度矩阵
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% 输入参数:
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% ie --- 单元号
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% k --- 单元刚度矩阵
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% 返回值:
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% 无
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global gElement gK
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for i=1:1:3
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for j=1:1:3
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for p=1:1:2
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for q=1:1:2
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m = (i-1)*2+p ;
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n = (j-1)*2+q ;
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M = (gElement(ie,i)-1)*2+p ;
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N = (gElement(ie,j)-1)*2+q ;
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gK(M,N) = gK(M,N) + k(m,n) ;
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end
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end
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end
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end
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return
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function enf = EquivalentNodeForce( ie, aa, bb, ps )
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% 计算线性分布荷载的等效节点力
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% 输入参数:
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% ie ----- 单元号
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% aa ----- 终点节点号
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% bb ----- 起点节点号
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% ps ----- 荷载分布集度值
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% 返回值:
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% enf ----- 等效节点力向量
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global gElement gNode gMaterial
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enf = zeros(6,1) ;
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h = gMaterial( gElement( ie, 4 ), 3 ) ;
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xj = gNode( aa, 1 ) ;
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yj = gNode( aa, 2 ) ;
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xi = gNode( bb, 1 ) ;
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yi = gNode( bb, 2 ) ;
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f1 = h*ps*(yi-yj)/2 ;
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f2 = h*ps*(xj-xi)/2 ;
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f3 = h*ps*(yi-yj)/2 ;
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f4 = h*ps*(xj-xi)/2 ;
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% 弥补前处理中的节点乱序
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switch ie
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case 446
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enf = [f1; f2; f3; f4; 0; 0] ;
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case {492, 449, 456, 458, 460, 462}
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enf = [0; 0; f1; f2; f3; f4] ;
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case 437
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enf = [f3; f4; 0; 0; f1; f2] ;
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end
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return
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function SaveResults( file_out )
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% 显示计算结果
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% 输入参数：
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% file_out --- 保存结果文件
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% 返回值：
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% 无
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global gNode gElement gMaterial gBC1 gDelta gNodeStress gElementStress gK
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save( file_out, 'gNode', 'gElement', 'gMaterial', 'gBC1', 'gDelta', 'gNodeStress', 'gElementStress', 'gK' ) ;
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return
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%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
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%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
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%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
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function DisplayModel
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% 用图形方式显示有限元模型
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% 输入参数：
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% 无
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% 返回值：
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% 无
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global gNode gElement gMaterial gBC1
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figure ;
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axis equal ;
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axis off ;
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set( gcf, 'NumberTitle', 'off' ) ;
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set( gcf, 'Name', '有限元模型' ) ;
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% 根据不同的材料，显示单元颜色
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[element_number, dummy] = size( gElement ) ;
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material_color = [ 'r','g','b','c','m','y','w','k'] ;
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for i=1:element_number
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x1 = gNode( gElement( i, 1 ), 1 ) ;
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x2 = gNode( gElement( i, 2 ), 1 ) ;
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x3 = gNode( gElement( i, 3 ), 1 ) ;
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x4 = gNode( gElement( i, 4 ), 1 ) ;
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y1 = gNode( gElement( i, 1 ), 2 ) ;
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y2 = gNode( gElement( i, 2 ), 2 ) ;
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y3 = gNode( gElement( i, 3 ), 2 ) ;
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y4 = gNode( gElement( i, 4 ), 2 ) ;
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color_index = mod( 1, length( material_color ) ) ;
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if color_index == 0
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color_index = length( material_color ) ;
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end
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patch( [x1;x2;x3], [y1;y2;y3], material_color( color_index ) ) ;
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end
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% 显示边界条件
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DisplayBC( 'blue' ) ;
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return
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function DisplayBC( color )
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% 用图形方式显示有限元模型的边界条件
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% 输入参数：
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% color ---- 边界条件的颜色
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% 返回值：
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% 无
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global gNode gBC1
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% 确定边界条件的大小
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xmin = min( gNode(:,1) ) ;
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xmax = max( gNode(:,1) ) ;
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factor = ( xmax - xmin ) / 25 ;
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[bc1_number,dummy] = size( gBC1 ) ;
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dBCSize = factor ;
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for i=1:bc1_number
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if( gBC1( i, 2 ) == 1 ) % x方向约束
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x0 = gNode( gBC1( i, 1 ), 1 ) ;
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y0 = gNode( gBC1( i, 1 ), 2 ) ;
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x1 = x0 - dBCSize ;
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y1 = y0 + dBCSize/2 ;
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x2 = x1 ;
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y2 = y0 - dBCSize/2 ;
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hLine = line( [x0 x1 x2 x0], [y0 y1 y2 y0] ) ;
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set( hLine, 'Color', color ) ;
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xCenter = x1 - dBCSize/6 ;
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yCenter = y0 + dBCSize/4 ;
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radius = dBCSize/6 ;
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theta=0:pi/6:2*pi ;
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x = radius * cos( theta ) ;
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y = radius * sin( theta ) ;
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hLine = line( x+xCenter, y+yCenter ) ;
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set( hLine, 'Color', color ) ;
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hLine = line( x+xCenter, y+yCenter-dBCSize/2 ) ;
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set( hLine, 'Color', color ) ;
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x0 = x0 - dBCSize - dBCSize/3 ;
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y0 = y0 + dBCSize/2 ;
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x1 = x0 ;
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y1 = y0 - dBCSize ;
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hLine = line( [x0, x1], [y0, y1] ) ;
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set( hLine, 'Color', color ) ;
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x = [x0 x0-dBCSize/6] ;
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y = [y0 y0-dBCSize/6] ;
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hLine = line( x, y ) ;
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set( hLine, 'Color', color ) ;
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for j=1:1:4
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hLine = line( x, y - dBCSize/4*j );
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set( hLine, 'Color', color ) ;
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end
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else % y方向约束
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x0 = gNode( gBC1( i, 1 ), 1 ) ;
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y0 = gNode( gBC1( i, 1 ), 2 ) ;
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x1 = x0 - dBCSize/2 ;
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y1 = y0 - dBCSize ;
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x2 = x1 + dBCSize ;
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y2 = y1 ;
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hLine = line( [x0 x1 x2 x0], [y0 y1 y2 y0] ) ;
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set( hLine, 'Color', color ) ;
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xCenter = x0 - dBCSize/4 ;
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yCenter = y1 - dBCSize/6 ;
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radius = dBCSize/6 ;
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theta=0:pi/6:2*pi ;
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x = radius * cos( theta ) ;
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y = radius * sin( theta ) ;
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hLine = line( x+xCenter, y+yCenter ) ;
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set( hLine, 'Color', color ) ;
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hLine = line( x+xCenter+dBCSize/2, y+yCenter ) ;
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set( hLine, 'Color', color ) ;
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hLine = line( [x1, x1+dBCSize], [y1-dBCSize/3, y1-dBCSize/3] ) ;
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set( hLine, 'Color', color ) ;
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x = [x1 x1-dBCSize/6] ;
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y = [y1-dBCSize/3 y1-dBCSize/2] ;
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hLine = line( x, y ) ;
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set( hLine, 'Color', color ) ;
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for j=1:1:4
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hLine = line( x+dBCSize/4*j, y );
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set( hLine, 'Color', color ) ;
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end
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end
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end
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return
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function PlotDisplacement( iDisp )
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% 显示位移云图
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% 输入参数：
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% iDisp --- 位移分量指示，它可以是下面的值
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% 1 -- x方向位移
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% 2 -- y方向位移
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% 返回值：
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% 无
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global gNode gElement gDelta
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switch iDisp
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case 1
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title = ' x 方向位移' ;
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case 2
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title = ' y 方向位移' ;
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otherwise
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fprintf( '位移分量错误\n' ) ;
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return ;
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end
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figure ;
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axis equal ;
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axis off ;
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set( gcf, 'NumberTitle', 'off' ) ;
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set( gcf, 'Name', title ) ;
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% gDelta
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dispMin = min( gDelta( iDisp:2:length(gDelta) ) ) ;
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dispMax = max( gDelta( iDisp:2:length(gDelta) ) ) ;
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caxis( [dispMin, dispMax] ) ;
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colormap( 'jet' ) ;
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[element_number, dummy] = size( gElement ) ;
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for ie=1:1:element_number
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x = [ gNode( gElement( ie, 1 ), 1 ) ;
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gNode( gElement( ie, 2 ), 1 ) ;
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gNode( gElement( ie, 3 ), 1 ) ] ;
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y = [ gNode( gElement( ie, 1 ), 2 ) ;
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gNode( gElement( ie, 2 ), 2 ) ;
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gNode( gElement( ie, 3 ), 2 ) ] ;
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c = [ gDelta( ( gElement( ie, 1 ) - 1 ) * 2 + iDisp ) ;
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gDelta( ( gElement( ie, 2 ) - 1 ) * 2 + iDisp ) ;
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gDelta( ( gElement( ie, 3 ) - 1 ) * 2 + iDisp )] ;
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set( patch( x, y, c ), 'EdgeColor', 'interp' ) ;
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end
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yTick = dispMin:(dispMax-dispMin)/10:dispMax ;
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Label = cell( 1, length(yTick) );
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for i=1:length(yTick)
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Label{i} = sprintf( '%.2e', yTick(i) ) ;
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end
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set( colorbar( 'vert' ), 'YTick', yTick, 'YTickLabelMode', 'Manual', 'YTickLabel', Label ) ;
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PlotDisplacementContour( iDisp, 10, 'white' ) ;
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return
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function PlotDisplacementContour( iDisp, nContour, color )
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% 显示位移等值线
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% 输入参数：
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% iDisp ----- 位移分量指示，它可以是下面的值
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% 1 -- x方向位移
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% 2 -- y方向位移
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% nContour -- 等值线的条数
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% color ---- 等值线颜色
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% 返回值：
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% 无
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global gNode gElement gDelta
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[element_number, dummy] = size( gElement ) ;
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[node_number, dummy] = size( gNode ) ;
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dispMin = min( gDelta( iDisp:2:length(gDelta) ) ) ;
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dispMax = max( gDelta( iDisp:2:length(gDelta) ) ) ;
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dispDelta = (dispMax-dispMin)/( nContour+1 ) ;
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dispContour = dispMin+dispDelta : dispDelta : dispMax - dispDelta ;
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for ie=1:1:element_number
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x = [ gNode( gElement( ie, 1 ), 1 ) ;
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gNode( gElement( ie, 2 ), 1 ) ;
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gNode( gElement( ie, 3 ), 1 ) ] ;
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y = [ gNode( gElement( ie, 1 ), 2 ) ;
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gNode( gElement( ie, 2 ), 2 ) ;
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gNode( gElement( ie, 3 ), 2 )] ;
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s = [ gDelta( ( gElement( ie, 1 ) - 1 ) * 2 + iDisp ) ;
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gDelta( ( gElement( ie, 2 ) - 1 ) * 2 + iDisp ) ;
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gDelta( ( gElement( ie, 3 ) - 1 ) * 2 + iDisp ) ] ;
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for is = 1:1:nContour
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[smax, ismax] = max( s ) ;
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[smin, ismin] = min( s ) ;
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if dispContour(is) > smax || dispContour(is) < smin
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continue ;
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end
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x1 = x(ismin) + ( dispContour(is)- smin ) / (smax-smin) * ( x(ismax) - x(ismin) ) ;
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y1 = y(ismin) + ( dispContour(is)- smin ) / (smax-smin) * ( y(ismax) - y(ismin) ) ;
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for ismed=1:1:4
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if ismed ~= ismax && ismed ~= ismin
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break ;
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end
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end
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if dispContour(is) < s( ismed )
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x2 = x(ismin) + (dispContour(is)-smin)/(s(ismed)-smin)*(x(ismed)-x(ismin)) ;
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y2 = y(ismin) + (dispContour(is)-smin)/(s(ismed)-smin)*(y(ismed)-y(ismin)) ;
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else
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x2 = x(ismed) + (dispContour(is)-s(ismed))/(smax-s(ismed))*(x(ismax)-x(ismed)) ;
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y2 = y(ismed) + (dispContour(is)-s(ismed))/(smax-s(ismed))*(y(ismax)-y(ismed)) ;
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end
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set( line( [x1;x2], [y1;y2] ), 'color', color ) ;
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end
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end
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return
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