Hi. I am getting an error in RC designer. It seems there is some kind of Bug. After I hit the design button, for some beams there comes a message " could not ind support faces". One of the span fails in Shear check. what is this error? When I take the design detail, everything comes safe. But in table it shows, failing in shear. Please help.
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RC designer error. "could not find support face"
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RAM connection not working for European sections
Hello Modestas,
I am trying to design connection as per EC-3 and using European sections but RAM is showing error as below:
Also tell me is it possible to design Column-Column bolted end plate flushed from all sides in STAAD.
Where can I see the explanation of all joints options available in RAM prior to Design.
I am using integrated RAM model with STAAD V8i 20.07.11.90.
I think this is the latest V8i version apart from connect edition.
Do reply as early as possible.
Regards,
Vishal
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StaadPro V8I SS6 & STAAD PRO Connect Edition x64
Hi,
Does STAAD PRO V8I SS6 compatible with STAAD PRO Connect Edition x64 on the same computer?
Thank you in advance!
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Column Deflection (DFF), Con'c + Steel
Dear.
Hello,
I have a question regarding DFF check.
I designed Piperack structure and its height is approx. 20m.
this structure is mixed con'c + steel, so below 10m is concrete structure and upper 10m is steel structure.
I want to check this structure with DFF function, but i found thousand of warning message for this.
Warning message example>
** WARNING - THIS VERSION DOES NOT DESIGN PRISMATIC SECTIONS (MEMBER 1).
PLEASE DEFINE THE PROPERTIES THROUGH A USER TABLE GENERAL SECTION.
The reason of this warning is I checked DFF in Steel design tab.
I know under 10m is concrete so i should not consider in steel design tab for the concrete section.
But i want to check the deflection for all 20m column length.
In this case, how i can check the Deflection?
If someone have a solution, please share it.
Best regards.
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difference between mass participation factor and modal participation factor?
Hi ..
I need some explanation on the following terms
What is the physical significance and difference between mass participation factor and modal participation factor ?
Can any one pls help to understand the difference and where used??
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reaction results - StaadPro V8i
Hi everyone
I'm modeling in StaadPro a vertical mechanical equipment, so it has vacuum weight and operational weight (+ it selfweight).
Also I’m doing a dynamic analysis using Spectrum.
The model is very simple, it has:
- two nodes
- one fixed support
- as a property it has Steel Tapered Tube (Round shape)
To have an idea on how its looks like, here is a screenshot:
You can see there is two load cases that I want to extract and compare, those are (illustrated in the screenshot) seismic load case for vacuum with his respective load and another load cases for seismic in operation state with his respective. Obviously these loads are different taken form the datasheet of the equipment.
When the program preform the analysis and I select the Postprocessing-Node-Reaction and I’m filtering the results for my main loadcases who I want to compare there something that not very logical.
I want to share another screenshot, so maybe that’s help to explain better
You can see that the values of forces and moments are the same, which is not logical because these two load cases have different loads as you see in my previous screenshot. In my opinion it should give different results.
So, I was making several attempts changing and modifying the model to see why this is happening to the model. My conclusion is that StaadPro, using the spectrum it takes just the selfweight as a participation mass and ignore the vacuum or operation weights. (This conclusion came because I changed the thickness of my equipment and it’s actually change the results).
So, I need to know:
- Why the programs ignore the vacuum and operational weights?
- If I’m modeling in the right way?
- If there is any command or trick to let the program take these weights.
I know my post was too long, so thank you for your time. And sorry for my bad English
I hope engineer’s communities can help me.
Thank you
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Printing MStower Output
communities.bentley.com/.../Wind-Tower.zip
Hi,
Our subscription for MStower has run out but we need to print out the TD, TWR & member design results files in PDF format. Are you able to help us with this?
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How to model curved beam of radius 3 meter in a 6 X 6 meter span in Staad
I want to model a beam of 3 meter radius in a 6X6m span at corner of building
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How to model curved beam of radius 3 meter in a 6 X 6 meter span in Staad
I want to model a beam of 3 meter radius in a 6X6m span at corner of building
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Design of I-Beam in Staad...
I want to design a I-beam of 8metre length in staad pro with udl. I want to specify that my beam doesn't have flange for 2metre. how can i specify this condition in staad. or is there any other method to design a I-beam without a flange for some portion.
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Concrete design using WSD
How can i design concrete beams and columns using WSD as per ACI using STAAD? Thank you in advance.
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Problem in Section Wizard
I am creating a Built up profile in Staad select series 5. Profile size is 300 X 600mm . flange thickness 20mm.. web thickness 16mm.. But after creating, if i export it to UPT file and open profile in staad it is showing member with different properties.
More over if i create the same section with user table the stress ratios are different with same profile created using section wizard. Why is that?
Sec and upt file is attached.
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AS 3600
Hi everyone,
I have a couple of questions that need to be addressed here:
1/ Where is the section in the AS 3600 that dictates which one is blade column and which one is wall?
2/ I asked the question 1/ because in Ram Concept, if we define a vertical element as column, the program would allow us to do punching check design but it is not the case for wall definition. Could you guys explain why is there something like that? How could we know there would be no punching shear faillure around wall area?
3/ What is the effect of "shear wall" if we tick on that in wall definition?
4/ Some people put the bending stiffness factor for column around 0-0.5, mostly 0.25. Any hints for me about that?
Thanks all you guys in advance.
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Connection design with beams on both side flanges
Hello Seth,
Is it possible to design a moment connection as attached below in RAM,
Of course considering reactions and moments from both side beams (on flange and most imp on web of column)?
Is it possible with Eurocode?
Or we do it only for beam from either flange of column one at a time?
Regards,
Vishal
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trouble importing a model into RAM
It seems my client is using a "mechanical" AutoCAD 3D modeling software. I am trying to pull that model into RSS because that is what I'm comfortable with at this point. I just purchased/upgraded to Structural Enterprise as I understand that STAAD might be a better option for performing this type of task. For the short term, until I can get up to speed with understanding how to use STAAD, is there a way to pull this model into RAM? I've got it in multiple formats (.stp, .ifc , .ism.dgn ) but I can't get the model to show up in RAM modeler. Please help! Thanks.
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Read RAM Frame Nodal Reactions With DataAcess
i would like to use DataAccess to pull nodal reactions from a Ram Frame model. I don't see any documented way to do this. What commands are there to accomplish this?
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Instability during lifting analysis
Hello,
I am performing lifting analysis,
I have given 2 pivots at lifting positions and given fixed but supports at bottom points in other 2 directions in order to avoid instability.
Still it is showing instability in deflection check report with excess deflection.
But unity check in post processing mode is reported by STAAD, is it for equilibrium condn?
I am uploading the file through secure file upload.
Please let me know mistake if any?
Regards,
Vishal
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Shearwall: No rebar is available for horizontal and vertical reinforcement
Good day! I am just a beginner in using staad pro, and is designing a CIP (Cast In Place) Structure so I used surfaces for walls and partitions. However, the result of the design seems to be wrong. It just shows "no rebar is available for horizontal and vertical reinforcement".
PS the walls are just limited to be 100 mm (4") thick. Please help. I am attaching the file here.communities.bentley.com/.../200.std
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Hello, Is there a way that I could convert the analytical model to a physical model ?
Hello all
I have created an entire model for one of my courses. But I created an analytical model instead of a physical model. I see an option of creating an analytical model from a physical model but I need to do the vice-versa. Please let me know if there is anything that I could do to generate a physical model from my analytical model?
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Staad Pro Connect stop working- cannot open saved file
Hi..
I have problem to open saved file. Staad Pro Connect stop working when Open Other Models selected.
How to fix this.
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