What is the use of Pushover Analysis in building? Please explain input and output in this analysis?
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Pushover
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Siesmic Load Import Manually In Staad
Hello All,
My Friends , Can Some One show me the correct way for seismic load and wind load distribution on a steel structure If I had Calculate the load using ASCE / IBC2015 ? (Load Distribution On Nodes & frames And so on)?
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How to get the multi-gable roof's wind pressure?
How to find out the multi gable roof?
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Related to error generated in design a curved beam in staad
Hello communities
I am a structural engineer .I design a curved beam in one building but in design one error generated.i couldn't solved that error and that error related to error-curved member has non-uniform load specified..
So please anyone help me as much a possible early to solve that pro...
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STAAD.PRO
Can you tell me the importance of Lx Ly Lz and Kx Ky Kz in the design of any steel structure
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Instability at Joint
Hi,
I just remember that sometimes in a beam I get a instability at one end of its joint due to Mz or some other forces but for this sample let's stick with Mz.
Sometimes when I restrain one joint for Mz I'm now stable (or no warning due to instability) but some other time I still get instability even when I restrain it to Mz (since I thought it would be stable if I did) so I did a trial and error and when I restrain it to My but release it to Mz I'm now stable.
Is there a reason for this? I'm sorry if it's confusing and cant provide a sample since I'm not infront my computer with STAAD right now.
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Open STTAD function SelectMultipleBeams does not working in vb.net
Dear Sir,
We have been trying to select multiple beam numbers in STAAD.Pro using OpenSTAAD functions.
And the .NET code is as follows,
From the above picture we can see that, list of beam numbers are loaded into one dimensional array. And the OpenSTAAD function "objOpenSTAAD.Geometry.SelectMultipleBeams(BeamNos)" does not select any beam numbers in STAAD.Pro application.
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I Want to Know About Multi-Span Gable Roof's Wind Load Calculations
Here I have attached one image for people reference
Try to find and ans me guys
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tension & compression flange utility ratio for built-up i-section
Is there any option to get report for the tension & compression flange stress ratio of built-up I-section for the critical load cases.
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Prokon To Staad
Hi,
I have a few Procon files which I want to convert to staad.
Is there a way to do the conversion. I have done conversion from Staad to GT-strudl before. But could not find a way to do this.
Anyone, Please guide me the way forward.
Thanks,
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Error while importing dxf to section wizard in Staad Pro from AutoCAD
I am analysing an RCC box girder for which some peculiar tapered sections have to be created. I created a tapered rectangular section in AutoCAD 2014. I used polyline to create the 2D and then extruded it to make it a solid 3D section. Now when I import this into section wizard, I get an error, "Import error". I tried saving the AutoCAD file in various formats of .dwg and .dxf but the same result. What is it that I am not doing right?
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STAADPro (.std) F.E.A for odd shape foundation
Hi,
STAADPro (.std) F.E.A is capable to analyse rectangular shape foundation, with foundation support assigned with spring/Elastic modulus.
But, can STAAD F.E.A method works for odd shape foundation too? say a H shape or a L shape mat? The base pressure doesn't seems with an expected behavior.
Would be good to know the basis behind this F.E. A with elastic foundation support.
Thank you.
Regards
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Connect Edition 11 - logging into Connect Client
I have two computers, one lets me log into the connect client and the other does not. I need to download the new Navigator and it won't let me log on. It keeps saying wrong user name or password. I know it's right because it works on my other computer. So I thought I will uninstall and it wants the same thing user name and password. This is not my day today.
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PT SLAB AND BEAM DESIGN COMPLICATION
I have a model attached with PT cables at the bottom left side (by the shear wall system.) I wanted to keep the banded PT (latitude)in the slab, although there is a beam going from column to column and from column, close to slab edge. When I studied the beam without post tension, the program would pitch like 7 #11 to bars. When I still design without PT design and shifted the banded tendons out into the slab the system would pitch 1 #11. If i study any of these options as post tension, it would always pitch 1 #11 top. I wanted to know how the beam is being studied and if the PT is causing a problem in the beam that requires so much rebar. Wanted to know what approach to use and if I should avoid putting the tendon at the beam location.
communities.bentley.com/.../ROOF-PT-BEAM_2D00_SLAB-PROBLEM.cpt
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RAM STRUCTURAL SYSTEM - Composite Beam Designed as Noncomposite
I am trying to analyze this beam as composite.
However, whenever I click the "Composite", then "Analyze", it shows the DCR with noncomposite.
May I know how to resolve this issue? Is it because of the relatively long cantilever? The beam is 51' total (21' cantilever).
Thank you in advance for the help!
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STAAD Port Processing Dynamic Analysis Graphs Scaling is Broken
I'm using STAAD 22.01.00.39. The graph
s in the post processing module for dynamics don't scale at all, making them useless. Image attached. Is there a previous version of connect edition where this worked?
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COMPOSITE DECK
Dear sir,
I designed a structure by using both method.in first method i deaigned it by composite beam method.and in second method i do it with composite deck.but by using composite beams giving lower utilization ratio than composite deck method.can you tell me the reason .As per my understading in in composite deck method it is not making the main beam as a composite beam.only secondary beams are composite in this case.Kindly advise what will be the best.should i change main beams only in composite beam in this case?both files are attached.2.
Thanking you,communities.bentley.com/.../STORE.std2-WITH-DECK.stdcommunities.bentley.com/.../2746.STORE.std2.std
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When using WEB SIDE PLATE design, how limcon check support member girder web yielding?
When using WEB SIDE PLATE design, how limcon check support member girder web yielding? the detail design show that "informative check", which not giving failure warning if the forces is more than the capacity. Limcon has a value of capacity in the detail, but don't know how it calculate the value. Can LIMCON show the formula and method to get this capacity value? Thanks
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Portal Frame/Bracing
Dear Staad Masters/Pros.
How can I model a protal bracing(Blue) in staad so i can incorporate it in a 3D model of my structure.
I have been trying for ages. I'm not good at STAAD, in fact i'm a beginner and I've been trying to sort things out...
The image is a column with another column beside its weak axis and is bolted tightly spaced to counter moment in the direction perpendicular to the main frame.Thank You...
Bes regards,
Lanz
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COMPOSITE DECK
Dear sir,
I designed a structure by using both method.in first method i deaigned it by composite beam method.and in second method i do it with composite deck.but by using composite beams giving lower utilization ratio than composite deck method.can you tell me the reason .As per my understading in in composite deck method it is not making the main beam as a composite beam.only secondary beams are composite in this case.Kindly advise what will be the best.should i change main beams only in composite beam in this case?both files are attached.2.
Thanking you,communities.bentley.com/.../6557.STORE.std2-WITH-DECK.stdcommunities.bentley.com/.../1715.STORE.std2.std
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