After selecting failed members by using Select > By Specification > All Failed Beams you can Right Click on the screen >> New View >> OK.
Hope this will helps you.
Thank you.
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RE: Model Handling
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Model Handling
Good Day,
So currently I have a STAAD Model I've been working on.
After analysis, it results to about 160+ failing members and the advise by our Lead Engr is to up-size those members.
Before I do up-sizing, he advised me to markup (on a separate drawing) the failing members.
Since this is a complete structure of a furnace, I'm having a really hard time because the model is very congested.
Is there some way that I can render the failing members and leave the other members as wireframe?
So far I know how to do is to render the failing members ONLY, but this way, I wouldn't get an idea of where the member actually is.
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RE: Bentley Service Request 7000457839
I have already replied on this SR. Request you to communicate on the SR.
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Bentley Service Request 7000457839
i sent service tickets about staad pro from 13 days ago
and no one contacted or reply to me yet!!!
is it acceptable?.
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Manual lateral Loading in Ram Structural System
Hi guys,
Is it possible assign manual lateral loading in Ram Structural System(Ram Frame), like wind load for irregular shape building. At the same time can apply automatic load combination together with the manually lateral load assign.
If can what is the best way?
Thanks in advanced!
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RE: Ram Frame Freezing
That fixed the issue for some reason I had to make the offset 10" to account for the size of my walls the opening was framing into but its running perfect now. Thank you very much for your time!
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RE: ** SECTION IS NOT ADEQUATE WARNING:Reinforcement % exceeds maximum limit
Hi Revathy,
The columns which are failing, can you please apply a Beta angle of 90 deg to those. Select the whole column - from ground to the roof, and apply Beta to all the analytical members associated. Hope this will solve the problem.
In case, for architectural reasons, the column can not be rotated, then there is no other way to increase the section dimensions.
The columns which are failing, can you please apply a Beta angle of 90 deg to those. Select the whole column - from ground to the roof, and apply Beta to all the analytical members associated. Hope this will solve the problem.
In case, for architectural reasons, the column can not be rotated, then there is no other way to increase the section dimensions.
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** SECTION IS NOT ADEQUATE WARNING:Reinforcement % exceeds maximum limit
Hello,
I am facing the same problem as some other members in this forum :- ** SECTION IS NOT ADEQUATE WARNING:Reinforcement % exceeds maximum limit.My model is just a residential building-g+1 with basement,and still my columns are failing.Since its G+1,I have not even applied any seismic/wind load.
Kindly help.
Please find my staad file attached.
[View:/cfs-file/__key/communityserver-discussions-components-files/5932/5047.STaad-project-2.std:940:0]
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RE: ERROR: NOT ALL JOINTS SPECIFIED IN ABOVE SURFACE INCIDENCES ARE COPLANAR
ELEMENT PLANE STRESS specification means that the plate can carry in plane stress only and no out of plane bending or shear. This is used for membrane type elements. IGNORE STIFFNESS on the other hand is assigned to plates whose stiffness would not be considered in the analysis. Only plate loads applied on such elements are considered and can be transferred to the supporting structural elements. This option is typically used to model glass facades of buildings or corrugated sheets for the roofing which needs to transfer wind or snow loads to the structure and does not contribute to the structural stiffness.
MEMBER TENSION on the other hand is an attribute for beam elements only and you do not need to assign these to plates.
MEMBER TENSION on the other hand is an attribute for beam elements only and you do not need to assign these to plates.
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RE: What would be the effects Warp Plates in STAAD analysis?
The automatic stiffness correction was introduced in SS5 20.07.10.64 to improve the stiffness for the quad plates which are non-flat but some issues were observed later due to which it was taken out in SS6. So the automatic stiffness correction is not applied anymore by the analysis engine. The SET PLATE FLATNESS TOLERANCE is not active anymore due to the same reason.
It is important to note that STAAD.Pro assumes the plates as flat plates. When plates are non-flat, bending stresses and transvers shears are introduced due to in-plane forces which causes statics check, corner forces, stress calculations to be incorrect. It is best to replace such non-flat plates with four triangular plates having a node at the center.
The tolerance for warped plate detection in the GUI can be adjusted from View > Options > Tolerance > Tolerance for Warped Plate Element Detection. To detect warped plates, one can select the plates first and then go to Tools > Check for Warped Plates.
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RE: What would be the effects Warp Plates in STAAD analysis?
I appreciate the time spent to somehow answer my post. But technically, I don't see any response to my post. What I am looking is that the effects of this analysis in my design. Would there be such an acceptable tolerance granting that the error messages or the result be not that far from the "supposed to be right analysis". Flat plate elements, as it is named is surely be flat, now with some "warped" on it, how do we address that (granting that we have gone through going to the " View > Options > Tolerance > Tolerance for Warped Plate Element Detection" as suggested. About the model, would this mean that we cannot model plate or shells elements for a curved surface like the one in my previous post for a tunnel junction? Or perhaps an arch dam?
I stay attentive on the response to be given on this post.
Regards to All
I stay attentive on the response to be given on this post.
Regards to All
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What would be the effects Warp Plates in STAAD analysis?
Good day to All (especially the STAAD developers/engineers)
I would like to solicit your opinion and perhaps be able to clearly understand my the question that would be of the subject title above.
I have modeled two-intersecting tunnels in which apparently have 16-20+ warp plates. This is around 1% of the total plate elements in the model.
My initial take is that, it is okay for me to continue in my analysis and design with these warp plates in the model. I just need your opinion, recommendation and take on with this as I would also need your response on the effects of this warp plate in the analysis. (aside from inducing additional torsional stress on the plate)
A snapshot below depicts my model
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RE: STORY DRIFT
Sye,
I just need some clarification with regards to this drift calculation.
Do correct me if I am wrong but I think STAAD provides the drift that correspond to such lateral force or load but with this we may even have to do manual computation to arrive to such needed drift value. Why do I say this? The inputs in STAAD do not mention any displacement amplification factor (Cd) that would be multiplied by the max drift at any x-level of the calculation by STAAD. The value of the drifts from STAAD must be multiplied by a coefficient (Cd/I) so that we may have a drift value that needs to be check with our target drift value or drift limitation. Would my vantage point on this valid/ Or have I missed something and that STAAD do incorporates such amplification in its displacement?
I just need some clarification with regards to this drift calculation.
Do correct me if I am wrong but I think STAAD provides the drift that correspond to such lateral force or load but with this we may even have to do manual computation to arrive to such needed drift value. Why do I say this? The inputs in STAAD do not mention any displacement amplification factor (Cd) that would be multiplied by the max drift at any x-level of the calculation by STAAD. The value of the drifts from STAAD must be multiplied by a coefficient (Cd/I) so that we may have a drift value that needs to be check with our target drift value or drift limitation. Would my vantage point on this valid/ Or have I missed something and that STAAD do incorporates such amplification in its displacement?
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RE: Fillet Welding Plates to Beam Webs
The fillet weld will connect the plate to the web of the W shape. That connection in the analysis model is already established by the fact that your beam and plate is sharing a common node. If you are interested in finding out the force in the weld, you can find that out from the element joint force and the beam shears at that node.
Now couple of unrelated observations :
You applied a concentrated load beyond the full length of the members 63 & 64. The software will apply the load at the end of these members which are 3.84 ft long.
A SELECT OPTIMIZED command should be followed up by PERFORM ANALYSIS and CHECK CODE commands.
Now couple of unrelated observations :
You applied a concentrated load beyond the full length of the members 63 & 64. The software will apply the load at the end of these members which are 3.84 ft long.
A SELECT OPTIMIZED command should be followed up by PERFORM ANALYSIS and CHECK CODE commands.
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Fillet Welding Plates to Beam Webs
Hello,
I am trying to fillet weld plates to Wshape webs. I have attached my model for reference. Can this direct weld be done through STAAD? I am not able to assign connections or use RAM connections until I assign connections.
Thanks![View:/cfs-file/__key/communityserver-discussions-components-files/5932/Structure4.std:940:0]
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RE: STORY DRIFT
You are correct. The Cd/I factor is not automatically applied. However this is what you can do. Use the PRINT STORY DRIFT f command where "f" represents your allowable drift factor. Instead of multiplying the computed drift by Cd/I, when you define the value of "f" , divide it by I/Cd.
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RE: why cant i download staad on mac???
Hi Muge,
Please see the support communities link for why Staad does not support MAC. communities.bentley.com/.../17426.does-staad-pro-run-on-mac-os
Regards,
Abhishek
Please see the support communities link for why Staad does not support MAC. communities.bentley.com/.../17426.does-staad-pro-run-on-mac-os
Regards,
Abhishek
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why cant i download staad on mac???
I tried to download staad.pro (32bit) on student server for my school project but it says that its not supported for mac osx. why?
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RE: STORY DRIFT
So Let me have this clear out.
Please see file below
The L/40 would be the allowable drift. As defined by the code, it is the maximum inelastic diplacement. And the items tabulated are the elastic displacements.
Since I need Cd/I to be incorporated in the elastic displacement to become inelastic and thereby we can compare directly the values and the ratio given in the tabulation, we are to divide the inelastic (allowable) factor of L/40 by I/Cd or just simply by multiplying the same L/40 by Cd/I... Am I correct on my understanding to your reply awhile ago?
Also, a couple of observations and needed more clarification and direction
1. Why does the tabulated ratio had different denominators? How do STAAD compute this ratio in terms of a factor?
2. What is the difference between the average displacement and the drift? What values to use and what would I be needing to understand with these infromation aside from check the lateral displacement (in which STAAD provided two distinct values)? My understanding on this was that the first was the average of the relative movement of the nodes in that storey while the later was the external or edge displacement of the outer frame of the building to that of a plumb line or column line.
I stay attentive to your response on this
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STORY DRIFT
Is there any provision in Staad pro to know the story drift for each mode in dynamic analysis of the model. If yes, then how?
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