Analyzing and Designing Steel Structures for Stability in STAAD.Pro (Part 1)

The emergence of experimental data on material testing in laboratories every other day has resulted in a clearer understanding on the behavior of various engineering materials under sustained and accidental loads and thus leading to a more non-consecutive use of them in the engineering structures. This has inadvertently resulted in redefining the design codes with a lot of stress in the stability analysis of the structures. This STAAD.Pro CONNECT edition webinar focuses on discussing the various global design code provisions on STABILITY Analysis and how to utilize the advanced analysis and design capabilities in STAAD.Pro to achieve the same.
During this session, you will learn:
-The basics of P-Delta analysis and how to perform in STAAD.Pro
- How to perform buckling analysis and interpret analysis results
- Philosophy of Stability analysis of steel structures in light of AISC code
For more information on STAAD.Pro, please visit www.bentley.com/en/products/p...
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[@Torq123]

2:37 Linear vs Non-Linear function
8:21 Eigen (Linear) Buckling Analysis vs Non Linear Analysis
11:52 PDelta Analysis
20:54 Geometric Stiffness Matrix (KG Matrix)
26:26 Buckling Analysis in Staad
29:10 Eigen Buckling Mode and Shape
34:08 Geometric Non Linear Analysis
40:10 Comparison of stability analysis methods
45:00 Buckling load limit

[@jayntasen8382]

Excellent

[@chinmoysen6347]

Nice !

[@nirmalyadan9754]

Can I do a Pdelta analysis using STAAD for Response Spectrum load cases?

[@BentleyStructuralAnalysis]

A response spectrum analysis by definition provides the user with joint displacements which are the absolute maximum displacements which can occur at the joint when the structure is subjected to dynamic loads represented by the spectrum. This also means that these displacements do not necessarily occur at all joints at the same instant of time. In other words, the absolute maximum at joint 1 and that at joint 2 are most probably occurring at different instances of time. Another fact to be considered is that the methods used to combine the responses of the individual modes in a response spectrum analysis (for example SRSS, CQC etc.) results in loss of signs for these responses. The result is that the joint displacements, and consequently the member forces, cannot be used as a basis for obtaining the secondary forces on the structure. Hence, doing a P-Delta Analysis under such conditions does not make sense.