function [NodeStrain,NodeStress]=CalculateStrainAndStress2(U,D,Nodes,Elements)
numEle= size(Elements,1);  %单元个数
NodeStress=zeros(3,numEle*8);
kesi_yita_Node=[-1,-1;1,-1;1,1;-1,1;0,-1;1,0;0,1;-1,0];
for i=1:numEle
    noindex=Elements(i,:);
    d=zeros(8,1);
    for j=1:8

        d(2*j-1)=U((noindex(j)-1)*2+1);
        d(2*j)=U((noindex(j)-1)*2+2);
    end
    

    
    for m=1:8
        kesi=kesi_yita_Node(m,1);
        yita=kesi_yita_Node(m,2);
        %%%%%%%%
        J = Jacobi(i,kesi,yita,Elements,Nodes);             % 雅可比矩阵 
        Nst = DiffShapeFun(kesi,yita);        % 形函数关于自然坐标s,t求导 
        Nxy = zeros(8,2); 
        for j=1:8 
          Nxy(j,:) = (J\Nst(j,:)')';             % 形函数关于 x,y 求导=inv(J)*Nst 
        end 
        Bm = [Nxy(1,1) 0 Nxy(2,1) 0 Nxy(3,1) 0 Nxy(4,1) 0 Nxy(5,1) 0 Nxy(6,1) 0 Nxy(7,1) 0 Nxy(8,1) 0;
            0 Nxy(1,2) 0 Nxy(2,2) 0 Nxy(3,2) 0 Nxy(4,2) 0 Nxy(5,2) 0 Nxy(6,2) 0 Nxy(7,2) 0 Nxy(8,2);
            Nxy(1,2) Nxy(1,1) Nxy(2,2) Nxy(2,1) Nxy(3,2) Nxy(3,1) Nxy(4,2) Nxy(4,1) Nxy(5,2) Nxy(5,1) Nxy(6,2) Nxy(6,1) Nxy(7,2) Nxy(7,1) Nxy(8,2) Nxy(8,1)];        
        %%%%%%%%%%
        sigma=D*Bm*d
        epsilon=Bm*d;       
        NodeStress(1:3,(i-1)*8+m)=sigma;
        NodeStrain(1:3,(i-1)*8+m)=epsilon;
    end
end