Recent content by Kamba

I'm afraid if anything showed up more than single-degree of freedom, I'll be failing the test.. I don't know if it's fair game for dynamic analysis topics to appear in the exam.

Without disclosing any confidential info. What you guys think about the VL PM problems? in specific the concrete problem?

linear interaction equations similar to the one used in that problem are valid if the section is un-cracked. when the section is cracked you end up with the interaction diagrams and not just a single line because it accounts for the change in NA location based on the applied moment (tension) and...

in NCEES problem 601(a) to design a CMU for axial and flexure, the solution used an interaction equation for combined stresses (Pu/phi.Pn + Mu/phi.Mn). I haven't seen such interaction equation in before in concrete or masonry codes or textbooks. My understanding that this problem should be...

I need TMS 402/602 2013  anybody selling it?

On my day job, I design steel buildings and I'm not familiar with the ACI codebook. I have spent some time studying using "Design of Reinforced Concrete" by Jack McCormac but I'm not sure if this would be enough. I wonder if it worth spending the time and money going through "SP-017 (14) The...

Please refer to AISC 360-10 E2 Commentary. There is a very interesting discussion on the slenderness ratio. It illustrates how the Slenderness ratio started and how it moved from being mandatory to just a recommendation for compression members. Furthermore, flexural members have no limitations...

Always! Second order analysis is always necessary as per AISC 360-10 C.1. However, You might neglect P-δ as illustrated in AISC 360-10 C.2.1.(2).

Zaid: for clarity: it depends on the type of moment resisting frame. what you have mentioned is correct for SMF "Special Moment Frame" that Overstrength factor is used for the design of columns. The case I discussed earlier about connections only applies to OMF "Ordinary Moment Frames".. I'm...

in Steel Design is this determined by the "AISC Seismic Design Manual". Speaking of OMF  "Ordinary" moment frame design, Members are designed using 'roo' but connections are designed using 'Omega'. Generally, when it's a critical element (such as connections in OMF) overstrength is used. I'm...

check out Figure 3-1  it all has to do with the unsupported length  (Lu) for the lateral torsional buckling limit state  Mp is the plastic capacity (section will not experience any local buckling) it can achieve the plastic capacity; this occur when Lu <= Lp Mr is the elastic capacity...

ALL Sold.  Thanks

I'm welling to reduce the price or accept any reasonable offers !!

SOLD

I have sold the above materials. Thanks