Downloads. Choose your product from the quick links below to download and install the latest version of the software. Makers of VisualAnalysis, ShapeBuilder, VisualFoundation and more. | IES, Inc. creates high quality structural design software for engineers and related. Integrated Engineering Software (IES) software version 2015.06 from IES Inc. Integrated Engineering Software VisualFoundation 6.00.0003.
You can watch a thematic videoVisualAnalysis Tutorial #1 - Start a Beam Analysis
Copy and Paste it into a text report or any Windows application that can accept bitmap images. There is a convenient
Add View to Report command in IES VisualFoundation For Windows context menu or Tools menu to perform the copy and paste in one step.
Printing Member Graphs
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IES Building Suite is a collection of specialized software from IES for structural engineers and related specialties. In this package, there are many tools for general analysis of structures, trusses, shear walls, foundations and foundations, retaining and load-bearing walls, underfloor heating systems, wooden, concrete, ceramic, aluminum and masonry structures.
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Analyze again with the refined model.
4. Compare the results of step 3 with the previous analysis. If IES VisualFoundation For Windows results are similar, assume you are near the
converged solution and feel somewhat confident of your results. Otherwise, if the results differ substantially,
return to step 3.
How Many Plate Elements are "Enough"?
37 IES VisualFoundation For Windows IES VisualFoundation For Windows VisualAnalysis 18 User's Guide
VisualAnalysis 18 User's Guide
The following picture shows what happens as you "refine" your model by using smaller elements. Your goal is to get into
the "flat area" for the model, the area where results do not change much as you refine the model further.
As a general rule you will want to place more elements in areas where stresses and forces in the plates are changing the
most per unit length of mesh. Stress concentrations or locations near concentrated loads may require smaller element
size. At locations under uniform loading/no loading, and away from geometric irregularities, large elements may be
Plates can report moment and shear forces for out of plane bending, and normal or shear stresses for in-plane activity.
Plate forces and moments are reported per unit length of plate, moments have units of force*length/length and shears
have units of force/length. Plate membrane stresses may also be output relative to the global or local axes.
Local Plate Results
The sign convention for moments: a IES VisualFoundation For Windows moment produces tensile stresses on the +z local coordinate face of the
element, as shown in the sketch. This is typical plate notation as found in most texts on plate theory.
38 IES VisualFoundation For Windows VisualAnalysis 18 User's Guide
VisualAnalysis 18 User's Guide
The picture below shows the sign convention for positive stress directions. As usual, positive normal stress indicates
If plates in your structure can also bend, stresses may be reported at each of the top and bottom faces. Stresses at the
face are combined bending and membrane stresses. If plates are subject to bending stresses only, the mid-plane is the
neutral axis and therefore the normal stresses at this plane will be zero.
Global Plate Results
Plate forces and stresses may be reported with respect to the global coordinate system. This simplifies result
interpretation when the local axes of elements in a complex mesh are not identically aligned. The global forces follow
the right-hand-rule for sign convention. That is, a positive MX moment is at the global X edge of the plates and rotates
about the global Z-axis. Some results may be zero after the transformation to the global directions, for example the
global-Z moment for a mesh lying in the X-Y plane.
39 VisualAnalysis 18 User's Guide
VisualAnalysis 18 User's Guide
Plate results may be seen graphically in Result Views (Section 1.6), or in various report tables.
Yield Stress: Von Mises
The report for Plate Principal stresses includes the calculation of the Von Mises "effective stress" or yield stress:
"Von Mises" = (0.5*((s1 - s2)2 + s12 + s22))1/2
where s1 = principal maximum stress, s2 = principal minimum stress. Note that s3 in VisualAnalysis is zero because we
are using a thin-plate element with no through-thickness stress, so the equation is simplified from the general one.
Meshed Plates vs. Manual Plates
VisualAnalysis can automatically create plate meshes by using Areas, greatly simplifying the work you have to do in
modeling. Automatically meshed plates are managed by the system and will provide good connectivity with any
members, manual plates, other meshes, and nodes in your model. This is a huge benefit, greatly simplifying the use of
plate elements. For more information on Auto Meshed Plates, see the discussion on Automatic Meshed Plates
(Section 2.7) on the Areas page.
Convert to Manual Plates
It may be beneficial to utilize the automatic meshing and then, when necessary "convert" an automatic mesh into
manual plate elements. Of course, once you do this, you lose the management ability of the automatic mesh.
The finite element plate in VisualAnalysis is a "thin", flat numerical FEA device. It does not necessarily represent the
things we have to model in the "real world". How do you model the following complexities with plates? The answer
depends a lot on questions like:
How much time do you have?
What answers are you trying to get from the model?
How accurate does your model need to be?
Can you account for complexities in other ways, such as design checks or rules of thumb?
Composite Systems, Wood Shear Walls, Masonry
Concrete walls or slabs are reinforced (we generally ignore this reinforcement during analysis), and will crack, for
example. Masonry systems have multiple materials and hollows. Wood shear walls consist of OSB panels with internal
studs connected with unknown nail-patterns: these are true "beasts" with orthotropic materials and nail-slip! Good luck
capturing that with a plate element. Modeling these kinds of systems will usually require you to make some serious
assumptions. Normally in a VisualAnalysis model, these things are providing general stiffness to an overall frame and
you are looking for how the forces distribute to beams, columns and foundations--not in the specific stress inside a 2x4
in a stud wall. Once you determine the wall force you can then go and design your wall using some other tool or
Stiffened Plates & Corrugated Metal Deck
These are a bit easier to deal with than concrete, masonry or wood systems. At least they are generally a single material.
The organization of stiffeners or corrugation causes the entire panel or system to behave in an orthotropic way, which
you may (or may not) need to capture in the model. You can sometimes get away with distributing loads from such a
panel in a one-way fashion. In other cases you may need to use other devices such as creating perpendicular 'rib' plates
in your plate mesh, or thickening plate elements along the lines of the ribs, or using member elements in the mesh to
provide additional 'directional' stiffness. It all depends on what you are trying to learn from the model.
40 VisualAnalysis 18 User's Guide
VisualAnalysis 18 User's Guide
Orthotropic or Anisotropic Materials
All materials in VisualAnalysis are linear, elastic, and isotropic. You may be able to approximate the behavior of other
materials by using averages, or different materials in different plates, or by adding 'mechanical' stiffness (such as ribs).
2.6 Cable Elements
Requires: Advanced Level
Cable elements sag, and are therefore unique due to their initial displacement and exhibit highly geometrical nonlinear
behavior. Cables do not carry shear or bending moments, only axial loads. Cables have a number of uses including
suspension and cable stayed bridges, guyed poles and towers. This nonlinear element is highly sensitive to initial
Limitations of Cables
Cables in VisualAnalysis assume that Y is the vertical direction, you must use this setting with cable elements.
Cable elements require self weight to function properly, therefore disabling or factoring self-weight will not have any
impact on the cable elements, their actual weight is included in each service case or combination that is analyzed.
We recommend that you wait to split cables until geometry is fully defined. While VisualAnalysis does allow segments
of a cable to be edited after it has been split, there is no "knowledge" of its global identity. In other words, a cable
segment could sag within the overall cable as shown below. Obviously this does not make physical sense and should be
Most manufactured cables are wire-rope assemblies that will untwist and stretch differently than a solid material.
VisualAnalysis does not take this behavior into account.
Convergence During Analysis
Convergence can be a problem with cables. We recommend you use the Project Settings, Advanced Analysis
options to Lock Zero Stiffness and Return Unconverged Results.
As previously mentioned, cables are geometrically nonlinear and the solution method is iterative. It is possible to apply
too large a load to a cable element and not have the analysis converge. IES VisualFoundation For Windows this case, you IES VisualFoundation For Windows need to apply a smaller
load and re-run the analysis. Cables are also unique in that as you load them they become stiffer and carry more. As
VisualAnalysis analyzes a cable element, it may first cut the load back until it gets a solution. As the analysis proceeds
with each iteration, it may then increment the load back up until it reaches the total adobe photoshop download for pc load. If it cannot reach the
total applied load, it will give you results for the last largest load that it found a solution.
41 IES VisualFoundation For Windows jriver media center license key - Crack Key For U IES VisualFoundation For Windows VisualAnalysis 18 User's Guide
VisualAnalysis 18 User's Guide
Also related to the nonlinearity of cables is the limitation that you cannot obtain mode shapes for cables or other
nonlinear problems in VisualAnalysis. Remember, many principles that are valid in the linear realm are not valid in the
non-linear realm (superposition, etc.).
Reporting cable results is very similar to reporting member results. There are two main report categories for cables:
Cable Elements and Cable Results. The cable elements report includes all the typical cable element properties such as
the material, end nodes, weight, catenary length, etc. The cable results report includes the reported cable,
displacements, axial force, and axial stress. The usual reports are available which include the double-click report or you
can always create a custom report using the report wizard.
Strange Deflected Cable Shapes?
An upward arc type displacement may be seen in long cables that have been split into several sub cables. This
is normal. When you use the large displacement magnifiers like the default 0.2 Arturia Analog Lab Crack in the Filter, the displaced shapes
might look unreasonable. If you encounter this, set the Amplification Type to Absolute and the Absolute
Amplification to one (1) to see the true deflected shape.
In the advanced level of VisualAnalysis, cables are treated as separate element types like members and plates. Cables
are fairly easy to specify, but difficult to model and IES VisualFoundation For Windows (see above)! Draw a cable between two end points and
define the catenary length of the cable, which is different than the straight-line distance between the nodes. The cable
will sag under its own weight, you can adjust the amount of sag by adjusting the catenary length.
If you define the catenary length shorter than the straight line length, you apply a pretension or prestress to the cable.
There is no way to specify pretension directly, you must back-calculate it from the "stretch" using Hooke's law.
Cable cross-sections can be defined using standard round shapes or selected uni pdf converter free download full version the shape database. IES has added
some common cable cross-sections to the database, however there are many more available from manufacturers that
can be added to the database using the ShapeBuilder. Another item to keep in mind is that Y is always considered the
vertical axis for cables. This is important as it defines the cable's sag.
Cables do not carry shear or bending moments, only axial load. Cables may only be loaded with concentrated nodal
loads. Because of this, cables must be split before a concentrated load is to be applied along the span.
As mentioned previously, if a concentrated load is to be applied to a cable it is necessary to split the cable. A cable is
split using the Structure
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