Clik here to view.
Concrete column ties
Posted on behalf of user Manish Chhugani : Dear Staad Team, I have one query related to output for concrete column design, please see the highlighted text in the attachment. “Tie Bar Number 10 Spacing...
View ArticleClik here to view.
RE: Double Angle Steel Design with Same Flange size as existing but Different...
The following wiki outlines a process that can be used to restrict the selection to certain sizes only. Ensure that you have only those angle profiles selected that you would like STAAD.Pro to choose...
View ArticleDouble Angle Steel Design with Same Flange size as existing but Different...
I am trying to determine sizes for the existing double angles that are failing and I am preferring that the leg heights stay the same and only the thickness change. Is there a way to do this?
View ArticleRE: NO RIGID DIAPHRAGM WARNING
This note regarding floor diaphragm is a generic one and the purpose is to make the user aware that if there is a floor diaphragm definition, that should precede any wind load definition. In your case...
View ArticleNO RIGID DIAPHRAGM WARNING
This query is posted on behalf of user Gautam Paul :I think this warning is because of out of plane load. Does this warning mean that the structure is going to collapse. How to avoid such...
View ArticleRE: Moving loads for two crane girders
Thanks Mr. Sye,,, is it necessary to split the beam into nodes equal to its increment,...thanks
View ArticleRE: design steel according to AISC 360-05 using effective length method
I would like to clarify your statement "Do not check either the PDELTA KG or the Small delta.Simply use PDELTA analysis with 15 iterations ( PDELTA 15 ANALYSIS ) and it would account for both large and...
View ArticleRE: design steel according to AISC 360-05 using effective length method
PDELTA 15 ANALYSIS will include BOTH large and small delta effects. You do NOT need to add anything else. You would use PDELTA 15 ANALYSIS LARGEDELTA when you want to consider the largedelta effects...
View ArticleClik here to view.
design steel according to AISC 360-05 using effective length method
dear experts, I want to the right steps for design steel members using effective length method according to AISC 360-05 , according to code I used notional load equal as 0.003 from gravity loads and...
View ArticleMoving loads for two crane girders
Hi, can you help me regarding the subject, attached is the inputs in staadsuch as number of loads generated, length of gantry beam, number of increment and spacingbetween the two crane girders...
View ArticleRE: MODAL CALCULATION & Rayleigh Frequency
Please refer to the following wiki:communities.bentley.com/.../29023.calculating-modes-and-frequencies You need to consider the gravity loads only. The limitation of Rayleigh has been explained in the...
View ArticleClik here to view.
Design Base plate joint from RAM Connection
Hi everyone!I wanted to create a base plate joint from RAM connection, after analyzed by Stadd pro but it didn't work. appeared a notification conveyed that: " no connections have been designed ".See...
View ArticleRE: Amplified first-order analysis
Thanks, I see it now and also in version 13.04.00.177. I was only looking down below, not at the top where the summary warnings are. The warning is coming up because B1 is calculated to be 1.46 per...
View ArticleRE: Amplified first-order analysis
YES, but don't know why it did not do the multiplication. Looking forward to your response
View ArticleAmplified first-order analysis
I have a small one story 3-D structure consisting of 3 frames. I analysed it without P-Delta and designed with the Amplified first-order elastic analysis method. The design report of one of the...
View ArticleRE: Instability at Joint Warning
Please change your supports from PINNED to FIXED BUT MX MZ which would restrain the MY rotation at the column bases and take care of the warnings. SUPPORTS *1 2 53 54 PINNED 1 2 53 54 FIXED BUT MX MZ
View Article