Passing the input argument to the class

I need to know how can i pass the input argruments received from other function to the class

for example i got a function

function[a,b,c] = getdata(datalength, stringlength)

so now i need to pass the input arguments to the class created. How can i do it??

Answer 1

[Adam]

If your class constructor takes arguments then just

[a, b, c] = getdata( datalength, stringlength );
myObj = myClass( a, b, c );

or if you already have an object then you need some function that accepts the 3 arguments. It is hard to say if you post nothing about your class and when/how/where it is constructed.

Answer 2

[Ahmad Azn]

hi guys

please help me!

how can i run this m-file?

%function [F,U,R]=ST(D)

% Analyize a Truss using the direct stiffness method

%

% Input D defines the Truss structure as follows

% D.Coord -- N x 3 array of node coordinates

% D.Con -- N x 2 array of connector or member mapping

% D.Re -- N x 3 array of node freedom 1 = fixed 0 = free

% D.Load -- N x 3 array of load force vectors

% D.A -- M x 1 array of member cross section areas

% D.E -- M x 1 array of member Elasticity ( Youngs Modulous)

%

% Ouput F -- M x 1 array of force along members

% U -- N x 3 array of Node displacement vectors

% R -- N x 3 array of Reaction force vectors

%% History

% Original code by Hossein Rahami

% 17 Mar 2007 (Updated 13 Apr 2007)

% Reformatted and comments added by

% Frank McHugh 06 Sep 2012

function [F,U,R]=ST(D)

w=size(D.Re); % 3 x number of nodes

S=zeros(3*w(2)); % stiffness matrix is 3*(number of nodes) square matrix

U=1-D.Re; % U is displacement matrix [

% column index by node

% x , y , z by rows

% initialize U to 1 for non fixed nodes 0 for fixed

f=find(U); % f index in U of free nodes

for i=1:size(D.Con,2) % Loop through Connectors (members)

H=D.Con(:,i);

C=D.Coord(:,H(2))-D.Coord(:,H(1)); % C is vector for connector i

Le=norm(C); % Le length of connector i

T=C/Le; % T is unit vector for connector i

s=T*T'; % Member Siffness matrix is of form

% k * | s -s |

% | -s s | in global truss coordinates

G=D.E(i)*D.A(i)/Le; % G aka k stiffness constant of member = E*A/L

Tj(:,i)=G*T; % Stiffness vector of this member

e=[3*H(1)-2:3*H(1),3*H(2)-2:3*H(2)];

% indexes into Global Stiffness matrix S for this member

S(e,e)=S(e,e)+G*[s -s;-s s];

% add this members stiffness to stiffness matrix

end

U(f)=S(f,f)\D.Load(f); % solve for displacements of free nodes

% ie solve F = S * U for U where S is stiffness

% matrix.

F=sum(Tj.*(U(:,D.Con(2,:))-U(:,D.Con(1,:))));

%project displacement of each node pair on to member

% between

% f = Tj dot ( U2j - U1j ). Then sum over all contributing

% node pairs.

R=reshape(S*U(:),w); % compute forces at all nodes = S*U

R(f)=0; % zero free nodes leaving only reaction.

end

[Steven Lord]

This isn't related to the topic of the original question except very loosely (they're both about calling functions.) Please ask this as a new question.