RE: regarding error ** SECTION IS NOT ADEQUATE WARNING:Reinforcement %...
[quote user="Sye"]Which software is this related to ? Can you please upload the file ? On a general note, even before you get into the design part, please check the column forces and see if you are...
View ArticleRE: regarding error ** SECTION IS NOT ADEQUATE WARNING:Reinforcement %...
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View ArticleRE: regarding error ** SECTION IS NOT ADEQUATE WARNING:Reinforcement %...
The span between the frames are quite considerable The model has also considerable DL and LL. I would recommend to use 500 mm x 500 mm column sections instead of 450 mm x 450 mm. This ensures strong...
View ArticleRE: regarding error ** SECTION IS NOT ADEQUATE WARNING:Reinforcement %...
thank you very much i have one more doubt regarding seismic load definations in staadpro , how do i define joint weight do i need to calculate each joint weights or is there any other way to get it...
View ArticleRE: Truss member not being tensioned
Problem solved!So the main error was to model using truss instead os plane?when shall I use truss then?I am amazed by the level of support provided by bentleywell done!Thanks very much!
View ArticleRE: regarding error ** SECTION IS NOT ADEQUATE WARNING:Reinforcement %...
In the older days STAAD.Pro was able to consider joint Weights only to define seismic weight. The option still remains there. Now, you have many others options like- Member Weight, Element weight,...
View ArticleRE: regarding error ** SECTION IS NOT ADEQUATE WARNING:Reinforcement %...
as i have already used member and floor weights and selfweight will these be sufficient for these thanks for ur reply u were very helpful
View Articleregarding error ** SECTION IS NOT ADEQUATE WARNING:Reinforcement % exceeds...
** SECTION IS NOT ADEQUATE WARNING:Reinforcement % exceeds maximum limitwhat should i do now i have already increased a col sectionfrom 230x450 to 450x450 and 300x600 still getting the same errorif...
View ArticleRE: RAM Frame - Unbraced Length of Beams in Braced Frame
You are correct, that is one place where the program can be unconservative. It's always been this way, but I'll make sure the change request is noted.It's worth mentioning, in some codes like AISC...
View ArticleRAM Frame - Unbraced Length of Beams in Braced Frame
I have noticed that in RAM Frame, the location of a brace framing into a beam is considered to be a braced point for the beam in both axes of the beam. However this is not real - the intersecting...
View ArticleRE: Truss member not being tensioned
You should only use TRUSS when due to the structural arrangement and loading, the members are only supposed to carry axial loads. Typically loads should only be nodal loads at joints and not member...
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RE: AASHTO design error message
Sye, Attached is my staad file for the issue I mentioned yesterday. My take on this issue….The design module will not design certain rolled shapes that have slender elements. Reviewing the clause in...
View ArticleAASHTO design error message
I am wanting to design a pony-truss bridge structure in accordance with AASHTO LRFD specs. There are seven floor beams at the main panel points along the span. The interior floor beams cannot be...
View ArticleRE: Create Wind Definition & Assign Wind Load for Bridge (AASHTO 2012)
Sorry if the instructions were not clear enough. Within the Reference Materials in that same help page, the last item is the Wind Load tab. If you click on that you will find details on how to apply...
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RE: Why are my foundation forces so much higher when using semi-rigid...
If the diaphragm is a 2-way deck, there is a critical difference in how the out-of-plane stiffness is treated (it's considered when the diaphragm is semi-rigid only in v14.7 and later). See RAM Frame...
View ArticleWhy are my foundation forces so much higher when using semi-rigid diaphragm...
I have a building which has some diaphragms which could be considered rigid and others which are certainly semi-rigid. For the sake of curiosity, I tried running the model one time with all diaphragms...
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Error inFLOOR LOAD CASES
[View:/cfs-file/__key/communityserver-discussions-components-files/5932/5148.CHANGE.std:940:0]After analysis I found in the staad example which is attached thatSummation force-yLoad case 1...
View ArticleRE: How to resolve error in staadpro such as *WARNING- ZERO STIFFNESS IN...
You can go through the following post for more details --communities.bentley.com/.../staad-pro-instability-and-zero-stiffness-faq If the problem is model specific, you can upload your STAAD.Pro model.
View ArticleHow to resolve error in staadpro such as *WARNING- ZERO STIFFNESS IN...
how to make this warning right what steps should i follow please let me know*WARNING- ZERO STIFFNESS IN DIRECTION 2 AT JOINT 482 EQN.NO. 2780
View ArticleRE: REFERENCE LOADS IN STAAD PRO
Do you want to specify the seismic load or seismic mass under reference load case? Seismic load cannot be directly specified under Reference load. You need to create a primary load case to use the...
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