What is the difference in value for a base shear between the response spectrum and the time history, in Staad Pro?
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What is the difference in value for a base shear between the response spectrum and the time history, in Staad Pro?
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F S manhole modeling
Greeting
I want to create 28 meter depth Foul sewer manhole modeling in staad using plate element ..
Internal diameter of manhole in 2.1 & Outer diameter is 2.7 meter
what is the diameter to be consider for staad modeling
is it 2.4 m or 2.1 or 2.7 (center to center of the wall or inernal dia or external dia)
pleas share if you have any supporting document or link for the center to center ..consideration
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Model crashes during steel "select commands" suggestions?
Hello,
I have a pretty large model I am working with, here's what happens;
- I ran it once without any design parameters: Runs fine w/ 0 Errors etc.
- Ran it with parameters and profile, select and group commands: crashes when program gets to steel design
- Removed profiles: crashes when program gets to steel design
- Added profiles back and removed select and group commands: Runs fine w/ 0 Errors etc.
- Added back in group command: Runs fine w/ 0 Errors etc.
- Added back in select command and broke up the lines to reduce the memory required: crashes when program gets to steel design
- Removed select command and went into GUI and added in select for a small number of members (40 or so): crashes when program gets to steel design
Any suggestions on how to fix this issue?
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STAAD 11.82 Bending capacity mistake with CSA S16-14
communities.bentley.com/.../6433.Helideck-Feb-2_2C00_-18-_2D00_-Return-old-Strut-_2D00_-NEWSTAAD.std
I recently upgraded to STAAD 20.07.11.82 from 11.50. As a check I copied a model run the day previous with 11.5 and ran it again with 11.82. The exact same model returned a number of additional fails.
Model details:
- Z Up
- Code Checked with CAN/CSA-S16-14
Comparing the URs revealed a number of IPE240 I-beams were failing in bending under the exact same loads that they were previously passing with. For a particular beam, the UR went from 0.46 to 1.47. Further examination revealed that the Design Strength MNZ and MNY had swapped under the steel design heading. It appears that STAAD is using the weak axis bending moment capacity for strong axis bending and returning an incorrect code check. See the attached screenshots of the Steel Design tabs for the same beam run with both versions, as well as the Beam Design output sheets.
I've attached the .std file for the model as well.
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STAAD.Pro Results Along Line - Fx
I was checking the results from the "Results Along a Line" output using the plate center stresses and the plate areas. I could match all the results except Fx. I found a document the explained the Results Along a Line and found that Fx was calculated using Fx = sum(SLX*w*t)/L. Can someone explain why "w" is used in this formula rather than the height of the plate element since SLX is a normal stress on the vertical face of the element/plate? Document is attached.
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About the coefficient α in load contour method calculating biaxial bending of reinforced column
In the help document of STAAD.PRO, I got this information:
Yet in STAAD FOUNDATION, the value of α is different from the above while calculating the pedestal of an isolated foundation:
I'm confused why the two values of α are not taken the same. And in which code can I find this value?
Any response is appreciated. Thanks!
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Member Offset
This is bending moment using member offset in staad
This is bending moment by adding notes in staad
This is shear using member offset in staad
This is shear by adding notes in staad
We are modelling a truss structure as shown in the above sketches. There will be some offset in the diagonal and the top and bottom chord members, that mean the center line do not match each others. Please refer to the above sketches. We tried to model the offset using the member offset command and another model by adding notes on the top and bottom chords to consider the offset.
The checker commented that the results (both bending and shear) for the model using member offset command is not correct as there should be high shear and bending due to the point load effect causing by the offset diagonal members.
We would like to seek your explanation and advise on the staad member offset function, particularly on this example. Whether the results are correct? And what would be the best approach to consider the offset on this example?
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RC designer error. "could not find support face"
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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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 Ramconcept, 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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