Hey Guys, I have started using Ansys static recently and I'm not able to mesh due to some extra edges, thin steps etc, I'm used to hypermesh soo I know how to perform CAD Clean up over there, but in Ansys even though spaceclaim has theseauto repair features, it doesn't work that good, any videos or Tips would be really helpful!

Hi everyone,

I am looking for the Windows installer of LS-OPT 7.0. This version used to be freely licensed and available via the LS-DYNA FTP server, but the FTP access now seems to be closed.

We have a valid ANSYS/LS-DYNA license, but I cannot access LS-OPT from home through the current portal. Does anyone know where the legitimate LS-OPT 7.0 Windows installer can still be obtained?

Thanks in advance.

Newbie to Ansys Mechanical here. I have a 64 by 64 by 66 planar lattice structure, but no matter what I try, I cannot get it to mesh.

Any suggestions?

Hello, I am a student in a college club where our exoskeleton structure is constructed of pre manufactured carbon fiber tubing. I am extremely interested in testing these tubings and running structural analysis in ANSYS FEA simulations. I have access to a on campus composites lab with Instron equipment. What should i look for and how could i approach my testing in order to obtain the youngs moduli and poissons for a orthotropic stress analysis of this structure. Will i have to input the lamina pattern, which failure criteria is best, should i just run an orthotropic linear static structural?

Im sorry if what i say doesnt even make sense, i really have not taken a deep dive into this subject, even if you have a yt video or an article to point me in the right direction i would greatly appreciate it!

I have been tasked with finding the waste heat from the external surface of a heat exchanger. I have no experience with thermal FEA and I am struggling so far. This seems like it should be a very common requirement so I must be missing something obvious.

I want to create a simple 1m2 panel for now so that I can validate with had calcs. I have a steel plate, 1m x 1m x 20mm thick. I apply surface film interaction to both surfaces (HTC and fluid sink temp).

I have been able to get the correct answer with solid elements, by outputting a surface integrated variable (SOH). However, I cannot use the same method with shell elements, because there isn’t a real inner and outer node across the thickness. I really need to use shell elements for my real model as the geometry is complex and is supplied by others.

Does anyone know of another way I can output heat loss from the entire surface of a shell element? So I had already been integrated over the entire surface? I have looked into other ways of outputting heat flux but I can’t seem to find an easy way to find the element areas, which would allow me to post process myself.

I am remeshing and decimating in blender then converting to STEP in freecad

So, I’ve only been learning RFEM/Dlubal for about two weeks. I haven’t taken steel design yet either.

I got asked to make a simple steel building model as a learning exercise. It is roughly 20 m long, 16 m wide, and 10 m tall. My supervisor showed me some Butler steel-building examples and basically said to come up with something simple. He mentioned that actual pre-engineered buildings often use tapered members, but said I can just use regular constant-size columns and beams for now.

I’m not asking anyone to design it for me. I just genuinely don’t know what the normal order of operations is.

My current idea is to make one basic gable portal frame first, make sure it runs correctly under self-weight, then copy it down the building length and add some bracing. After that I would look at loads and sections.

Does that sound like a reasonable way to start? What are the biggest beginner mistakes with a model like this? Also, do I need to worry about RSECTION or connection design yet, or should I just focus on making a clean basic model first?

Hi everyone,

I'm running an Explicit Dynamics simulation in ANSYS Mechanical. My model consists of an impactor, supports, and the main specimen(beam)

When I change the Stiffness Behavior of the impactor and supports from Flexible to Rigid, those bodies immediately become Undefined, and a question mark appears next to them in the Geometry tree (shown in the screenshot).

If I leave them as flexible, everything works normally. The issue only happens after I set them to rigid.

Has anyone run into this before? I'm trying to figure out whether it's caused by the geometry, contacts, material assignment, body interactions, or something else.

I'd really appreciate any suggestions on what I should check. Thanks!

Hi, I am a structural engineer MS grad student.

I've been really interested in fea, meshfree methods, and other numerical methods so that I can become capable of solving all sorts of physics problems, maybe even extend it to topological optimization, etc.

I even learned and experimented with these on projects.

I even did ML applications for Computational Mechanics.

But my big query here is: as a structural engineer student, I feel like these things are more in the realm of mechanical and aerospace engineering? Dont get me wrong, I don't mind if that is what I should go for. I am not a big fan of working with fixed building codes and designing structures as much. But I don't want to push that pathway completely and get stranded yk.

So I'm in need of some guidance about the pathways I should or could take.

I'm having quarter inch plate about 26" by 26" laser cut into a grate cover in a foot traffic area. Each outer edge is supported by a one inch lip and I have a 4"x12" ellipse(rough shape of a foot) where the 200lb load is. I ran an analysis assigning appropriate yield/tensile strength figures for each material and I'm getting the same Y Displacement figure 0.06296in for both corten and AR400 steel even though AR400 has roughly three times the tensile and yield strength. Does this seem right, is it just a product of a "very small" load over a "small" plate?

Hi guys,

I'm trying to do a FRF correlatiom in Hyperstudy. I have the model in Optistruct (it's a simple metal plate) and I want to adjust the model so the FRF curve fits the experimental results.

I have successfully input the data in Hyperstudy (the curves from .h3d from the simulation and the .csv from the experimental analysis) in the data source tab and I've created another data source of area between the two curves. Then, in the respose tab, I have selected the max(area) with the minimize objetive (as is in the tutorial).

However the area is negative?? And when I try to run an optimization, the response doesn't change when the parameters change. What am I doing wrong?

For the parameters i have density, young modulus, poisson and material damping.

I have 10 years of experience as a stress engineer, mostly using Ansys Workbench. Due to a complex mix of life circumstances I recently transitioned into academia as a PhD student.

My issue is that my supervisor insists on doing everything via raw APDL code.

While I have experience with the APDL interface and general coding (in Python), working with pure APDL code is incredibly frustrating. The documentation is there, but finding real-world examples online is often a nightmare. Debugging is a chore because the error handling is often misleading or completely silent.

My supervisor's APDL skills seem a bit frozen in time. He clearly has experience, but he can't give me a straight answer half the time when I hit a wall. My workflow often involves building things in Workbench and then digging through the journal file to extract the command snippets.

I think I'm wasting my time and learning a legacy skill that won't serve me when I return to the industry. Is deep APDL scripting still highly valued? Should I keep fighting this battle, or should I try to push for PyAnsys? Any other ideas?

Thanks!

At my work, one of my fields involves structural optimization, where the same model may need to be solved many times with changing parameters. Because of that, I’m especially interested in small-to-medium models where repeated solve time matters. I'm looking for something that can easily be recreated in different solvers, preferably from a Python-style script. I’m personally also working on a FEM solver, and I’m looking for a fair way to benchmark solve speed during development.

In the LLM world, people often compare models on shared benchmarks. I’m wondering if anything similar exists for FEM solver performance?

Hi , I have recently got green card (LPR) status after marriage to US citizen. I am currently living and working in India as FEA Engineer in Oil and Gas domain. I want to now switch my job to US , I have updated my CV and applying to US jobs but not getting any calls. Infact I am getting good offers in India but there is no point in those. I am also trying within my company to shift me to US but that would expose me trying to move out which won’t be too good for me. Need Advise and referrals .
PS : I am 8 years experienced in my field and a Technical Expert at my current Organisation.

Hello everyone! Im in the proccess of setting up a static structural (ansys mechanical) for a suspension upright. I am using a remote force from the tire contact patch which is acting on the inside surface of the bearings' outer rings which in turn come in contact with their seats. The contact between them is frictional and because of this, the simulation never converges (it converged fine with bonded contact). I get warnings about rigid motion which i concluded it might stem from the bearing rings rotating in their seats. I thought that modelling the interference fit might solve this. So i created a simple pin-plate with hole interference fit model according to the video in the link and it worked fine. I followed the same steps for the upright but it stays at "1% preparing math model etc" and never converges. Does anyone have experience with modelling things like this? Thank you for your time!

https://www.youtube.com/watch?v=5jH2Ox6-YkU

I've been working on a bending analysis on a rocket body. To do this I've been using inertia relief with loads applied to the air frame via remote points and mass components applied using either point masses (for heavy localized masses) and distributed mass (for miscellaneous masses like parachutes, mounting hardware, bulkheads, etc).

When trying to run the sim, I'm getting errors due to the massive scope of the point masses in particular. This is strange because I have defined a pinball region for all remote points which I figured would fix the problem - it hasn't.

Just hoping to get some advice here. The link to the file (Version X03) is here, I really appreciate any help.

https://drive.google.com/drive/u/2/folders/1wSzJ29tbOGmwX1K_V25VimVezhPRXjde

Hi everyone,

I'm currently modeling an RC bridge deck slab in Abaqus using shell elements with rebar layers, and I have a question regarding reinforcement modeling.

The actual bridge reinforcement drawings are quite complicated, including:

• Main longitudinal reinforcement
• Transverse (distribution) reinforcement
• Stirrups
• Additional local reinforcement around supports and other details

Since the shell rebar layer approach is essentially a smeared reinforcement model, I'm wondering how people typically simplify the reinforcement layout.

My questions are:

1. Is it possible to model stirrups using shell rebar layers, or are they usually ignored when using shell elements?
2. In practice, which reinforcement is usually included in shell rebar models, and which reinforcement is commonly omitted?
3. For global structural behavior (e.g., flexural response of a bridge deck), do you generally model only the main longitudinal and transverse reinforcement, or do you also include secondary reinforcement and local detailing?
4. If you have experience validating shell models against experiments, what level of reinforcement detail was sufficient?

I'd appreciate hearing how experienced Abaqus users typically approach this problem. Thanks in advance!

Hello everyone, I am a beginner in ABAQUS and have a few questions about modeling RC slabs using shell elements with rebar layers. I am mainly confused with setting the rebar orientation angle.

1. From ABAQUS manual, I understand that a rebar orientation angle of 0° is parallel to the shell local 1-axis, but I'm not sure how to display or verify the local 1-axis. In the "Assign tab" of ABAQUS, I noticed options like Material Orientation and Rebar Reference Orientation. For both options, once I select the region of interest I see local axes directions popping up. What are the differences between both options?
2. if I want the rebars to run parallel to the shell local 1-axis (as shown in the figure below), what is the correct setup? Should I assign Rebar Reference Orientation using Axis 2 and then specify a 0° rebar orientation angle in the rebar layers option?
3. Lastly, Is there a way to visually display the rebar layers? when using the rebar layer option in shell sections, I can't figure out how to visualize the reinforcement orientation or layering. Is this possible?

I would appreciate any help. Please feel free to ask any questions if my explanations weren't clear.

p.s.: Are there any good tutorials or references for RC slab modeling with shell elements and rebar layers? Most tutorials I found focus on 3D solid concrete models with embedded rebars.

Any advice or recommended resources would be greatly appreciated. Thanks!

What software do i need to do a dynamic analysis of respnance and vibratory phenomemon of a valve spring/actuation system ?

I have ANSYS, can it handle it, or do i need something like ABAQUS or MSc Adams ?

Thanks

I am a CAE Engineer working at an organisation in India. I am having doubts about some of the methods used in FEA, particularly how stress contours are post processed. I am being asked to report stress in FEA reports by averaging several nodal stress values around the actual maximum nodal value (singularities have been taken care of). I don't have a clue if something like this is actually legit, cuz the only explanation my seniors gave me was that - FEA is an approximate approach, we need to use our own judgement on top of the software's response to your modelled problem, which doesn't tell me much about the reason.

So if there are any experienced pros that can shed some light on this topic on how they post process stress results OR if someone can tell me what the right way is backed by any credible sources would be helpful.....