I have created and run the analysis of a simple one story concrete frame in STAAD Pro. The analysis ran and produced output with no errors. I went directly from the STAAD Pro Post Processing mode to the Foundation mode through STAAD Pro. I created a "job" and named it ISO for the design of the Isolated column footings. I put in all the data and hit design and all of the footings were designed using the reactions from my STAAD Pro model. After reviewing, I saved the Foundation file and exited. I then opened STAAD Pro again and changed some loads. I re-ran the model, and again, there were no errors. I went to the Foundation mode and clicked on STAAD Foundation. It opened up a brand new foundation design file that did not have all of my previous criteria in it (the previous job info). I then tried importing the STAAD Pro file into the saved foundation file and it imported the data, but once again, got rid of my "ISO Job" data. I thought I would be able to seamlessly change loading or other items in the STAAD Pro model and it would change in the Foundation mode? Why won't it work without my having to re-input all of the Job info?
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Smart Change Management between STAAD Pro model and Foundation design mode
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RE: Single angle design for compression in STAAD.Pro appears incorrect
Can you please upload your .std file ?
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RE: STEEL STRUCTURE DESIGNIN
when we change standards values ???
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RE: STEEL STRUCTURE DESIGNIN
and which perameters i should mendatory select for steel design ...
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RE: STEEL STRUCTURE DESIGNIN
First you should look at the default values for each design parameter and if you think the default value is going to work for your structural member, you do not need to add/assign a design parameter explicitly. However if that is not the case, you would have to add a design parameter and assign an appropriate value to it. For example, if your physical member is split into multiple analytical segments, you would need to define some design parameters to make the software understand that it needs to consider the entire length of the physical member for the design as opposed to considering the individual analytical segment lengths. Let’s say you have a 20 ft wide flange column which is split into two 10 ft segments by a beam framing into the column flange. For major axis,the unsupported length is thus 10 ft ( LZ= 10 ft ). For minor axis, let’s assume the entire length of 20 ft is unsupported ( LY= 20 ft). Now since the column is split into two analytical segments of 10 ft each, by default STAAD.Pro would consider both LY and LZ as 10ft because defaults for these values are member lengths. In this case you may not specify LZ specifically as the default is good for the column. However you must specify the LY as 20 ft for both segments as the default value of 10 ft is not good for the column.
Here are some typical design parameters that are frequently required to be specified.
For deflection - DFF, DJ1 and DJ2
For axial compression - LY LZ ( or Ky Kz)
For flexure (LTB) - UNF or UNL
However you should absolutely go through the full list specific to any design code, to determine which ones you need to add. This as Modestas mentioned in his post, can only be ascertained by the design engineer.
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RE: How to model a corrugated steel plate
Riccardo : STAAD.Pro does allow specifying an orthotropic material which can have different E value along the two directions. Section 5.26.1 of the Technical Reference Manual titled Define Material has more details on that. This is also explained in the following wiki
However just wanted to add that if distributing the load in one direction is the main objective, you may still consider using the ONE WAY option within the FLOOR LOAD.
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RE: Single angle design for compression in STAAD.Pro appears incorrect
I revised the file to eliminate the Tension Only command (otherwise it takes hours to run) and this changed the compressive force in the brace (member 30812) to 45.1 kips. With that force it (Please visit the site to view this file)should fail, but the ratio should not be 1.86.
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Single angle design for compression in STAAD.Pro appears incorrect
I have a L80607 truss member that fails by a ratio of 1.36 under a compression force of 33.0 kips, using the AISC 360-10 ASD code. The KL/R ratio listed in the output is 148.9, which for A36 steel should result in a capacity of about 40 kips. The critical formula is listed as Eq. H2-1. Any ideas about what may be causing the discrepancy?
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RE: How do I fix Microstran "Error: Plane Frame Member 10, B node out of plane"
Hi Seth,
I am modelling an Aircon Platform using PFC section as bearer/beam and Cee channel as joists. When I designed the model, Cee channel members cannot be designed
hence appear grey/hidden. Is it because Microstran could not do design for Cee sections materials or I need to insert some Cee properties into my Section library. It shows some Cee sections in there for me to pick but cannot be designed. Hope you get the picture
and help me out.
Kind regards
GP
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How do I fix Microstran "Error: Plane Frame Member 10, B node out of plane"
I'm working on a steel truss project, using Microstran modelling for grillage. I however cannot solve the following errors:
Error: Plane Frame Member 10, A node out of plane
Error: Plane Frame Member 10, B node out of plane
Error: Plane Frame Member 11, A node out of plane
and so on.....
Any help to solve such would be much appreciated.
kind regards.
GP
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Applying wind loads on a cylindrical structure with plate elements.
Hello,
I'm modeling a steel furnace structure using the plate elements as shown in the attached picture. I have the wind loads data according to the country standard(height vs. intensity data) that should be applied to this type of structure.
When I apply the wind loads using the automatic wind load generator in STAAD.Pro, I cannot see the loads (as in point loads) generated on the nodes. Is this because I do not have beams supporting the plates? (in the top part, there are no beams at all).
What is the precise way to apply wind load to this type of cylindrical structure? is it using the automatic generator or calculating and applying manually as point loads on each node ?
Please help.
Thanks in advance.
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RE: Simple Steel Lifting Frame Analysis. Please Help!
Hi Ricardo,
Just increase the stability from 5 to 9 and it should be fine.
PERFORM CABLE ANALYSIS BASIC SAGMINIMUM 0.7 STABILITY 9 145
Note that multiple solutions exists all giving almost same answers.
regards,
Madhan
Just increase the stability from 5 to 9 and it should be fine.
PERFORM CABLE ANALYSIS BASIC SAGMINIMUM 0.7 STABILITY 9 145
Note that multiple solutions exists all giving almost same answers.
regards,
Madhan
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Simple Steel Lifting Frame Analysis. Please Help!
Hi there,
I am trying to model what would appear to be a simple steel lifting frame with 1 bracing member. I have so far created a model but I am getting quite a few warnings when attempting to analyse about zero stiffness in members etc. (I think this is due to using tension only members for the cables). I have attached the Staad file and the CAD drawing of what I am trying to model. All I am trying to do is model a frame with all pinned connections held in place by tension cables to determine all forces and moments acting on the structure to make sure that it matches my hand calculations. The lifting frame is meant to hold up a force of 240kN from the crane hook (the node at the top) or a force of 60kN at each of the corner frame nodes. I applied 60kN to the corner nodes and just put a pinned support at the crane hook. I would love to be able to get this model working.
Any assistance would be greatly appreciated. [View:/cfs-file/__key/communityserver-discussions-components-files/5932/Steel-Lifting-Frame_5F00_edited.std:940:0]
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RE: TRIANGULAR FACTORIZATION
(Please visit the site to view this file)
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RE: TRIANGULAR FACTORIZATION
The best option in this case would be a use of the Advanced Analysis Engine which would speed up this process many times. Note that the Advanced Analysis Engine requires a separate license.
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RE: TRIANGULAR FACTORIZATION
Thank you for the answer. Is there any other solution because it will take time before we can get the advanced analysis engine. I attached my model in the comment above.
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RE: No errors and warnings, but can not get results (staad.pro)
You need to have PERFORM ANALYSIS command present in the model.
(Please visit the site to view this file)
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No errors and warnings, but can not get results (staad.pro)
Hi,
I Found a problem with getting results after running analysis, in other words post processing option isn't available.
Attachment of problem is below - Thanks in advance.
[View:/cfs-file/__key/communityserver-discussions-components-files/5932/7888.Structure1.std:0:0]
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RE: TRIANGULAR FACTORIZATION
As your model contains quite many members/plates, I do not think that there is any way to reduce the triangular factorization time in the basic solver other than to reduce the amount of members/elements.
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RE: TRIANGULAR FACTORIZATION
You can use the "Advanced Analysis Plus Engine".
It took around 80 minutes to complete the full run of the attached input file.
It took around 80 minutes to complete the full run of the attached input file.
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