카테고리 없음2017. 2. 23. 10:39

Function is not defined for 'matlab.ui.Figure' inputs.   OTL....


Graphics Functions Return Objects, not Numeric Handles

I mentioned this briefly in Part 2 of this series. Graphics functions now return objects, not numeric handles. The R2014b documentation has detailed information about this subject in the section called Graphics Handles Are Now Objects, Not Doubles. I will give a couple of simple examples to illustrate what can happen with code written before R2014b.

Prior to R2014b, you could store a set of handles to graphics objects in an array and then add some numeric data to that array. In R2014b, that will cause an error.

x = -pi:0.1:pi ;
y1 = sin(x);
y2 = cos(x);
myLines = plot(x,y1,x,y2)    % plot returns an array of two Line objects

If you then try to set myLines(3) = 1.2, you get the following error.

  Cannot convert double value 1.2 to a handle

MATLAB won't let you add numeric values to an array of graphics objects. A similar problem occurs if you try to use an object handle in a function where MATLAB expects a numeric value. A simple example of this happens with the sprintf function.

a = sprintf('You clicked on figure %d\n', gcf);

The %d specification in the sprintf format string expects an integer value. However, since gcf is a figure object, you get the following error.

  Error using sprintf
  Function is not defined for 'matlab.ui.Figure' inputs.

Here is one final example. Because graphics handles used to be numbers, you could use them in logical expressions.

if (get(0, 'CurrentFigure'))
  disp(['Figure ' get(gcf, 'Name')'])    % display the figure name for gcf
else
  disp('No open figures')                % there is no open figure
end

This worked in earlier versions of MATLAB because get(0,'CurrentFigure') would return either an empty array or a numeric figure handle. Both of these values are valid in the logical test of the if statement above. In R2014b, this will cause an error.

  Conversion to logical from matlab.ui.Figure is not possible.

We have tried to maintain compatibility with previous releases in some cases. For example, you can still use 0 to refer to the graphics root in functions like get and set. As a best practice, however, we now recommend using the groot function to get the graphics root. Similarly, we still support the use of literal integer values to refer to figures in functions like setget, and figure. Again, the best practice is to use a variable which contains the object when using these functions.

If you find yourself really stuck, it is possible to cast object handles to numeric handles using the double function. You can then cast the number back to an object handle using the handle function. We don't recommend this as a long term solution. Be aware that we may choose to remove this feature in a future version of MATLAB. If we do, we'll let you know in advance.



Posted by 오늘보다 나은 내일
카테고리 없음2016. 11. 2. 10:36

waitfor(msgbox('Wait for xxxx .'));


Posted by 오늘보다 나은 내일
카테고리 없음2016. 10. 11. 09:41

function DragDropTest

% Example Drag and Drop in Matlab Figures from Windows Explorer or Other Apps

% DrapDropTest creates a simple figure which shows the implementation of dnd using activex.

% The microsoft RichtextCtrl.1 activex control is used to demonstrate dnd ability.  The control

% has several events to which matlab can respond, in particular the OLEDragDrop Event.  

% Type DragDropTest from the command line to test.  Once the figure is

% running try dragging a text file into either of 2 areas on the figure.

% The upper portion will just populate a listbox with the names of files

% that have been dragged into the bar above it.  The lower box displays the

% contents of any text file dragged into it.  The bottom box also allows

% text to be dragged from a text editor such as wordpad.  

% This example is not intended to be robust, so please feel free to use it,

% but make sure to check over the code in detail to make sure it doesn't

% break.  I've just coded this quickly to demonstrate the property.  Feel

% free to email me with questions comments.

% Raphael Austin

% raphael.austin@jhuapl.edu

% Last Updated: 9/10/2007



f=figure;

pos=get(f,'position');

color=get(f,'color');



%use this one to put a file name into a box

uicontrol('style','listbox','position',[pos(3)*.1 250 pos(3)*.8 100],'tag','FileNameList');% create a listbox to show filenames


ProgID='RICHTEXT.RichtextCtrl.1';

h1 = actxcontrol(ProgID, [pos(3)*.1 355 pos(3)*.8 20],f,{'OLEDragDrop',@ShowFileNameOnDrop});

set(h1,'OLEDropMode','rtfOLEDropManual');

set(h1,'text','Drag file into this window to populate the list with filenames...')

uicontrol('style','text','string','File Name Loader','position',[pos(3)*.1 375 pos(3)*.8 20],...

          'backgroundcolor',color,'fontweight','bold');




%use this one to drag text from a word pad document or explorer

ProgID='RICHTEXT.RichtextCtrl.1';

h2 = actxcontrol(ProgID, [pos(3)*.1 20 pos(3)*.8 180],f,{'OLEDragDrop',@ShowFileContentsOnDrop});

set(h2,'OLEDropMode','rtfOLEDropManual');

set(h2,'text','Drag text file into this window for preview...')

uicontrol('style','text','string','Text File Preview','position',[pos(3)*.1 200 pos(3)*.8 20],...

          'backgroundcolor',color,'fontweight','bold');

end




function ShowFileNameOnDrop(varargin)

hObject=varargin{1};

Interface=varargin{3};


try

    data=Interface.GetData(1);

catch


    data=Interface.get.Files.Item(1);

end



set(hObject,'text',data);

list=findobj(gcf,'tag','FileNameList');

Str=cellstr(get(list,'string'));

Str(end+1)={data};

set(list,'string',Str);

end




function ShowFileContentsOnDrop(varargin)

hObject=varargin{1};

Interface=varargin{3};



try

    data=Interface.GetData(1); %this works if its just text copied from one rtf into an rtf box

catch

    data=Interface.get.Files.Item(1); %this works if its a file dragged from explorer over the rtf box

    fid=fopen(data);

    filecontents=fscanf(fid,'%c');

    fclose(fid);

    data=filecontents;

end


set(hObject,'text',data);

end



http://kr.mathworks.com/matlabcentral/fileexchange/16312-drag-and-drop

Posted by 오늘보다 나은 내일
카테고리 없음2016. 10. 10. 13:22

Elastomers are increasingly used in industrial applications and understanding their mechanical behavior is even more important than earlier. Tires being one of the largest application of rubbery materials, some of the other very common industrial applications include seals, bearings, dampeners, O-rings etc.

O-rings were invented in the 1890s and used to seal fluids. O-rings are almost present in all industrial and commercial applications and work on the concept of balancing the fluid pressure with the contact stresses. As the fluid pressure increases the O-ring is compressed in the direction normal to the fluid surface as shown in Fig. 01. Elastomers being incompressible, they expand in the transverse direction to increase the contact stresses and effectively seal the interface. The sealing does not fail as long as there is no mechanical failure of the O-ring. This is one of the primary reasons they are still widely used.

O-ring made of elastomers subjected to pressure

Fig 01: O-ring subjected to fluid pressure. The fluid is stopped by the O-ring in (a). As the fluid pressure increases in (b) and (c), the O-ring is pushed in to increase the contact stress and seals the interface.

In this article, we discuss a series of tips for modeling elastomeric materials using the Finite Element Method (FEM) to improve the accuracy and reliability of obtained solutions.

Choosing the right material model for the elastomers

Elastomeric and rubbery materials typically demonstrate:

  • Isotropic and elastic behavior without any permanent set (like plasticity)
  • Nonlinear stress-strain behavior as shown in Fig 02.
  • Different tensile and compressive behavior and comparatively softer in tension
  • Nearly incompressible behavior with Poisson ratio around 0.4999

Nonlinear stress-strain curve

Fig 02: Typical nonlinear stress-strain behavior observed in elastomers

Most of these characteristics are captured well through Hyperelastic models and depending on the material behavior a suitable model should be selected. The material parameters are obtained through experiments like uniaxial & biaxial tensile test, uniaxial compression test, planar & simple shear and volumetric test. A more detailed discussion on the selection of hyperelastic material model can be found on the SimScale blog.

Tip 01: Using the parameters highlighted in this blog article, choosing the right hyperelastic material model is half the job done well.

Meshing the structure

At present, SimScale allows for the meshing of the structures with Tetrahedrons. Hence, in this article, we will limit the discussion to meshing 3D structures with tetrahedrons. A general overview on meshing & meshing tutorial is available in the SimScale documentation. Presently, SimScale allows tetrahedral meshing with following options:

  • Automatic
  • Parametric
  • Tetrahedral with local refinement

As shown in Fig. 03, all these cases allow for the specification of mesh order: first or second. Using a first-order generates a mesh with four-noded tetrahedral elements and second-order a mesh with ten-noded tetrahedral elements. For more detailed tips on meshing for structural mechanics problems, watch out for upcoming articles.

Mesh options on SimScale

Fig 03: Order of interpolation

Tip 02: For most elastomeric structures second order would be the safe choice. However, in some cases, a first-order mesh could also be sufficient and save significant computational time.

Considering geometry & loading

The dimensions of the structure also play a pertinent role in the accuracy of solutions obtained. Many of the applications of elastomers, like conveyor belts, have one or more dimensions (like length & breadth) much larger than the others (thickness).

For example, as shown in Fig. 04, if the thickness and breadth of the structure are much larger than its length, then it can be considered as a beam. Similarly, if the thickness is much smaller than both length & breadth, then the structure can be considered as a plate or shell. If all the dimensions are comparable, then the structure can be considered to be a full solid. Irrespective of the structure type, solid elements are being used to mesh the structure. Thus, is becomes important to understand the form of a structure being considered so that effective meshes can be generated.

Types of elements

Fig 04: Illustration of beam, plate, shell & solid structures

It is important to first identify the category of the structure. For solid structures, the automatic tetrahedral meshing can be directly used and both the first and second order could yield good results. However, the complexity arises for structures that resemble beams / plates / shells.

Secondly, in addition to geometry, it is also important to identify the type of loading these structures are subjected to. For example, the O-ring illustration shows that the loading on the elastomer structure is of bending-type in nature.

When the structures are of the form of beams-plates-shells, they can be considered as thin structures. These thin-structures demonstrate a locking effect (well known as shear locking) especially when a first-order mesh is used and structure is subjected to bending loads. The easiest way to circumvent the shear locking is through mesh refinement or using higher-order elements. A more detailed discussion on the shear locking is dealt in detail in our upcoming blog article on meshing tips for structural mechanics problems.

Tip 03: If you are using a solid structure, first-order might still work. If the structure can be classified as one of the thin structures and/or subjected to bending loads, then second-order mesh is strongly recommended.

Dealing with incompressibility in elastomers

Most elastomers and rubbers have a Poisson ratio of almost 0.5. Physically, this means that when the material undergoes elongation in the x-direction, then there is enough compression in the other two directions such that the initial and final volumes remain same. Note that a Poisson ratio of 0.5 is equivalent to saying that the Bulk modulus is infinity.

Fig 05: Relation between bulk modulus a young’s modulus. As Poisson ratio reaches 0.5, bulk modulus tends to infinity

Or otherwise, this means that it would take an infinite amount of energy to compress the material. To get a feel of the idea, one could consider water. Water is a perfect example of an incompressible material. If one would fill a can with water and try to compress, it can be seen that the volume of water remains unchanged. So one could say that the bulk modulus of water is almost infinity. Since infinity cannot be used numerically, a very large bulk modulus is used to signify Poisson ratio tending to 0.5.

When the bulk modulus is considered such that the Poisson ratio is larger than 0.4, most normal elements show a locking effect. This is commonly known as volumetric locking. Unlike the earlier discussed shear locking, volumetric locking cannot be circumvented through mesh refinement. Volumetric locking is not only common to elastomers but also pertinent to any elastoplastic material.

There are several approaches available in the literature:

  • Selectively reduced integration (B-Bar method)
  • Uniformly reduced integration (or more commonly just known as reduced integration)
  • Enhanced strain formulation
  • Mixed formulations

First, it would be important to understand the cause of this volumetric locking before finding a solution. Considering a simple example of a loaded structure made of elastomer in 2-D, as shown in Fig 05, the cause of volumetric deformation is observed. The mesh is made of two triangles (or could be one quadrilateral either) with linear interpolation (first-order mesh). A small force (or alternatively displacement) is applied on the free node (node number 01) along the direction of 45-deg.

Volumetric locking effect

Fig 05: Illustration of volumetric locking

Since the material is volume preserving and the elements use linear interpolation (i.e. lines 1-2 and 1-4 need to be straight), the only direction the free node can move is along the circle shown in red color. However, this would mean moving perpendicular to the effective reaction force and such a motion cannot be allowed. Eventually, the only possible solution is the trivial solution of nodal displacements being zero (or very small numerically). This is clearly disastrous!

One of the simplest ways to solve the problem is using second (or higher) order elements. When second-order elements are used, the edges do not need to be straight anymore. This would facilitate motions that could lead to non-zero nodal displacements and still conserve the volume. However, as the Poisson ratio approaches 0.499, 0.4995 etc, even the second-order elements do not behave well. To understand this behavior of second-order elements, it is important to understand the mathematics behind the interface.

In problems involving elastomers (or nonlinear FEM), matrix equations [K]{u} – {f} = {R} are solved such that {R} tends to zero. The stiffness matrix [K] is first computed locally for each element and then assembled to a bigger global system. Locally, in each element, [K] is computed at fictitious points commonly known as Gauss (or integration) points. The above problem with second-order elements is caused since the volumetric strain is being enforced to be zero at all of these integration points. The total energy from volumetric strain can be approximately written as a product of Bulk modulus x (volumetric strain)^2. Since the bulk modulus is very large, even a small volumetric strain can lead to large extra addition to the energy. This renders the total equation system to behave very stiff and the solvers more often converge to the trivial solution (of zero displacements).

An alternative and very commonly used approach, also incorporated in SimScale, is using reduced integration with second-order elements. This means that the deviatoric strains are computed as earlier but the zero volumetric strain is enforced only at certain points. Though this might sound to be inaccurate, reduced integration has been observed to be extremely robust and yield quite accurate solutions across a wide range of Poisson ratio.

Note that first-order tetrahedrons use only one integration point and thus a reduced integration with these elements is not possible.

Tip 04: If the Poisson ratio is less than or equal to 0.4, first order elements can be used. For Poisson ratio’s even up to 0.45, second-order tetrahedrons could work well. For much higher Poisson ratios, it is strongly recommended to use second-order elements with reduced integration.

Force vs. displacement boundary condition for modeling elastomers

One of the common causes of non-convergence is unbalanced residuals. When modeling elastomers, the system of equation being solved is nonlinear, i.e. [K(u)] {u} – {f} = {R}. Here the stiffness matrix [K(u)] is a function of the unknowns {u}. Thus, small displacements / forces are applied in small increments to reach the desired value.

Using smaller time steps (i.e. smaller force increments) can significantly improve the convergence properties. Alternatively, if possible, displacement controlled boundary conditions are most likely a safe option. As shown in Fig 05, where a very highly nonlinear problem is considered, for every displacement there is a unique solution of the force. However, the same is not true vice-versa.

Non-uniqueness in force-driven problems

Fig 05: Nonlinear force-displacement curve showing that for a particular force there can be multiple displacements (or non-unique solution). But for each displacement, there is only one force (or a unique solution).

This means that when a force boundary condition is applied, it need not lead to a unique displacement. Such non-uniqueness can easily lead to a lack of convergence. Alternatively, using a displacement boundary condition can likely lead to better convergence. In such cases, advanced techniques like line search etc are employed to improve the overall convergence of the system. Watch out our SimScale blog for the upcoming article related to solvers for structural mechanics problems that will delve more into areas like line search etc.

Tip 05: If possible, use displacement boundary conditions.

Convergence issues

There are several reasons why a simulation can fail and show a lack of convergence. Some of the very common ones pertaining to elastomers include, but not limited to,

  • Material instability
  • Time step size
  • Inelastic effects

Material instability

The material parameters are generally obtained by fitting the experimental data. The fitting is limited by the maximum stretch to which the data is available. If the model is used beyond this limit, the model might not be unconditionally stable.

For example: Say if the data was only available for a stretch to 30% and the model parameters were fitted with this. When a simulation is done using this model where the strains are much larger (> 30%), it is possible that the nonlinear behavior beyond 30% is not accurately captured.

Secondly, depending on the number of tests used for fitting, it is possible that the material demonstrates an instability when subjected to a different type of loading. For example: Say material parameters for Mooney-Rivlin model are fitted using only uniaxial tests. When a biaxial simulation is done, it is possible that the results show significant instabilities.

A possible solution to this would be to test the material model with uniaxial, biaxial, shear, volumetric tests for up to failure limits. Using these simulations, possible points of material instabilities can be identified a priori.

Time step size

The second possible reason for the lack of convergence can be time step size. If a manual time step is used and if the time step is too large then it can lead to a lack of convergence. SimScale allows for auto time-stepping and it is recommended to use auto-stepping.

Auto timestepping

Fig 06: Screenshot for auto time stepping

As shown in Fig. 06, a retiming event is used to kick-in to reduce the time step. When the time step is too large and leads to non-convergence, this kicks in a retiming event. In such a case, the time step is reduced and the simulation restarts from the last converged time step. This significantly reduces the failure of simulations. There are several options available for time step calculation type and “Newton Iterations Target” option is a good place to start.

Inelastic effect

In this article, we have considered the elastomers to be purely hyperelastic and we will discuss the effects of inelasticity in an upcoming blog article

Tip 06: Check the material parameters thoroughly for instability before using it under general loading conditions. Auto time stepping is a great option to prevent failure of simulations!

Overall, summarizing the type of problem or procedure, types of element recommended and to avoid are:

  • Bending & thin structures: second-order (recommended), first-order (avoid)
  • Nearly incompressible (Poisson ratio > 0.45): second-order with reduced integration (recommended), second-order with fully integrated (avoid)
  • Very large deformation: second-order (recommended), first-order (avoid)
  • Boundary condition: displacement (recommended), force (avoid)
  • Timestepping: auto (recommended), manual (avoid)

https://www.simscale.com/blog/2016/08/tips-modeling-elastomers-using-fem/


Posted by 오늘보다 나은 내일
카테고리 없음2016. 10. 10. 13:18

March 18, 2016 By: Peter Barrett

Last week, in Part 1 of this post, I discussed three tips to consider when solving a detailed stress analysis of an O-ring or seal, including: material testing, material law selection, and testing of the selected material law .  This week, I'll discuss four more tips for enhancing the accuracy and convergence of your simulation!

4) Element Formulation:  Selecting the best element formulation is another key modeling decision, especially when analyzing parts in compression where element locking is of concern.  Mike Bak’s blog “Dealing with Incompressibility provides excellent guidance to follow for these types of analyses.

5) Mesh:  With hyperelastic materials, the deformed element shapes are more important than the initial element shapes. Plan for the deformation by skewing the undeformed mesh to distort into more of a regular pattern. Lower order elements are more stable, and often an all-triangular lower order mesh is recommended to overcome excessive element distortion.  A finer mesh might not always be better, since small elements in the areas of peak strain often become more distorted than with a coarser mesh and thus are more susceptible to element failure. Consider rezoning if excess element distortion cannot be avoided in the undeformed mesh. Figure 3 above illustrates an axisymmetric seal simulation where automated progressive rezoning is used to capture the significant seal distortion and provide the accurate refined mesh in the final stages of the simulation.

6) Load control:   Use a displacement controlled solution if possible, and force a large number of sub-steps since cumulative unbalanced residuals are a common cause of non-convergence. By using small load steps, one can minimize these errors and accurately track the large deflections and material nonlinearities.

7) Adjust the volume compatibility constraint:  This is typically an analysis control parameter that allows for some error in volumetric compatibility. In ANSYS, the default for the Vtolparameter is 1e-5. Adjusting this parameter on the ANSYS SOLC command to a value as low as 1e-2 can sometimes be the key in overcoming convergence issues when large compressive strains are encountered.

What challenges have you overcome when modeling rubber materials? I would love to hear other tips and tricks for solving these complex analyses.

https://caeai.com/blog/tips-tricks-fea-modeling-rubber-and-elastomers-part-2

Posted by 오늘보다 나은 내일
카테고리 없음2016. 10. 10. 13:18

March 11, 2016 By: Peter Barrett

Are you having problems solving a detailed stress analysis of an O-ring or seal? This post provides a series of tips for enhancing the accuracy and convergence of your simulation. 

Materials such as rubber or elastomers are typically modeled with Hyperelastic constitutive models because they typically exhibit the following characteristics:

  • By definition, the material behavior is elastic, where there is no permanent set, and the material loads and unloads up and down the same stress-strain curve.
  • The relationship between stress and strain is highly nonlinear and typically softer in tension vs. compression. The tension portion of the stress-strain curve often has an initial softening slope before significant stiffening, while the compressive part of the curve is quite a bit stiffer. (See Figure 1 above.)
  • There is little volume change in the material and thus it acts as either fully or nearly fully incompressible.  This would be equivalent to setting Poisson’s ratio to 0.499.. in a linear elastic model, which creates an incompressible material response.
  • The material response is isotropic and isothermal (stress vs. strain and thermal expansion coefficients are the same in all directions)

Obtaining both an accurate and converged solution in any nonlinear analysis is a challenge. Here are my top three tips, in order of importance, specifically associated with modeling hyperelastic materials.  I’ll reveal four more tips in Part 2 of this post, so stay tuned!

1) Material Testing:  Accurate material test data is a must when simulating the large strain response of rubber and elastomer materials.  At least two material tests from the list below are needed to get good calibration between test and computer model. 

  • Uniaxial Tension
  • Uniaxial Compression
  • Biaxial Tension (Circular or rectangular specimen)
  • Planar Shear
  • Simple Shear
  • Volumetric Test (Button specimen)

The test data should represent, as closely as possible, the in-situ material properties. Because, manufacturing processes, such as the rate of injection molding, can change the final material characteristics. 

2) Material Law Selection: There are many materials laws available to simulate hyperelastic materials using finite elements.  Some of the more common laws include Mooney-Rivlin, Ogden, Yeoh, Blatz-Ko, Arruda-Boyce.  Selecting the best material law plays an import role in the success of your analysis. Select a material law with the best curve fit over the range of expected stresses and strains.  This topic has been discussed in a previous CAE Associates Blog post. Selecting the best material law can be a bit of trial and error process using test data curve fit compatibility and solution robustness (see item 3 below) as selection criteria. 

I would suggest starting with the simpler laws first, such as the two term Mooney Rivlin, and also be cognitive of the expected strain levels in your simulation.  For example, if you don’t expect any strains to exceed 30%, there is no reason to look to match strains at 300%, since these will never be encountered in the real problem.  Some FEA codes have automated curve fitting capabilities that can be used to quickly test a number of different laws and automatically determine the necessary law coefficients.  ANSYS Workbench’s engineering data curve fitting is illustrated in Figure 2, where four laws are compared with each being the better fit to test data, depending on the anticipated simulation response.

Figure 2: ANSYS Engineering Data Comparison of Hyperelastic Material Law Curve Fitting
ANSYS Engineering Data Comparison of Hyperelastic Material Law Curve Fitting | FEA Consultant


3) Test the Material Law:  The one element test case should be used to determine the robustness of the material model by imposing tension, compression and shear loads on both regular and irregular single element shapes.  When comparing to test data be sure to convert the test data from engineering to true stress / log strain for direct comparison with FEA results.  Comparing the convergence efficiency between multiple material models on the single element model can be the deciding factor when more than one material law might fit the test data adequately by saving significant CPU time and convergence headaches with the real model.

Watch for Part 2 of this post. Tips 4 - 7 will include some great information about element formulation, meshing and loading. If you have any of your own tips, please share them below in the comments!


https://caeai.com/blog/tips-tricks-fea-modeling-rubber-and-elastomers-part-1

Posted by 오늘보다 나은 내일
카테고리 없음2016. 6. 24. 14:28

Syntax

C = bsxfun(fun,A,B)

Description

C = bsxfun(fun,A,B) applies the element-by-element binary operation specified by the function handle fun to arrays A and B, with singleton expansion enabled. fun can be one of the following built-in functions:

@plus

Plus

@minus

Minus

@times

Array multiply

@rdivide

Right array divide

@ldivide

Left array divide

@power

Array power

@max

Binary maximum

@min

Binary minimum

@rem

Remainder after division

@mod

Modulus after division

@atan2

Four-quadrant inverse tangent; result in radians

@atan2d

Four-quadrant inverse tangent; result in degrees

@hypot

Square root of sum of squares

@eq

Equal

@ne

Not equal

@lt

Less than

@le

Less than or equal to

@gt

Greater than

@ge

Greater than or equal to

@and

Element-wise logical AND

@or

Element-wise logical OR

@xor

Logical exclusive OR


fun = @(A,B) A.*sin(B);
A = 1:7;
B = pi*[0 1/4 1/3 1/2 2/3 3/4 1].';
C = bsxfun(fun,A,B)


Posted by 오늘보다 나은 내일
카테고리 없음2016. 6. 6. 00:23

폴더를 찾을 수 없다는 둥...  권한이 없다는 둥.. 


갑자기 폴더 이름 변경이 되지 않을때..


HKEY_LOCAL_MACHINE\SOFTWARE\Microsoft\Windows\CurrentVersion\Explorer\FolderDescriptions\


에서 아래 항목 삭제 후 재부팅 


{2112AB0A-C86A-4ffe-A368-0DE96E47012E}

{491E922F-5643-4af4-A7EB-4E7A138D8174}

{7b0db17d-9cd2-4a93-9733-46cc89022e7c}

{A302545D-DEFF-464b-ABE8-61C8648D939B}

{A990AE9F-A03B-4e80-94BC-9912D7504104} 


Posted by 오늘보다 나은 내일
카테고리 없음2016. 4. 15. 14:42

Create Function Handle


You can create function handles to named and anonymous functions. You can store multiple function handles in an array, and save and load them, as you would any other variable.


What Is a Function Handle?

A function handle is a MATLAB® data type that stores an association to a function. Indirectly calling a function enables you to invoke the function regardless of where you call it from. Typical uses of function handles include:


Pass a function to another function (often called function functions). For example, passing a function to integration and optimization functions, such as integral and fzero.

Specify callback functions. For example, a callback that responds to a UI event or interacts with data acquisition hardware.

Construct handles to functions defined inline instead of stored in a program file (anonymous functions).

Call local functions from outside the main function.

You can see if a variable, h, is a function handle using isa(h,'function_handle').


Creating Function Handles

To create a handle for a function, precede the function name with an @ sign. For example, if you have a function called myfunction, create a handle named f as follows:


f = @myfunction;

You call a function using a handle the same way you call the function directly. For example, suppose that you have a function named computeSquare, defined as:




Posted by 오늘보다 나은 내일
카테고리 없음2016. 4. 15. 14:39

Root of nonlinear functioncollapse all in page

Syntax

x = fzero(fun,x0)example

x = fzero(fun,x0,options)example

x = fzero(problem)example

[x,fval,exitflag,output] = fzero(___)example

Description



Posted by 오늘보다 나은 내일