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I'm reviewing a Flexicore roof dated 1959. I found a load table from 1954 and compared this to a 1971 table. See attached links. The steel ratios are much higher for the 1954 compared to 1971 which leads me to believe they earlier are not prestressed and the latter is. What is everyone...

thread1419-348348 Josh - I'm curious if RISA products have made any improvements/changes in their semi-rigid diaphragm analysis since your last response? TIA!

Thanks! Got another one from the NCEES example problem...panic!!! :) For problem #107, why does the author not include stresses from the the dead load moment (9.6 k-ft) into the interaction? TIA!!!

Yep...that's it. Thank you!

I found this post so and it didn't answer my question so I probably need some clarification on this one. http://www.eng-tips.com/viewthread.cfm?qid=383898. This is in regard to problem #120. I was curious as to why the author did not apply AISC eq (4-1) to solve for an equivalent (KL)y_eq...

I noticed where in two separate example problems where the max moment was either 1) multiplied by Strength Level 1 Load Factors from Table 3.4.1-1 with impact for a simple span or 2) multiplied by the 90% of the effect of two design trucks per 3.6.1.3.1 for a multi span condition. So my...

Thanks Mighty! Good to know. This is probably not a fair question, but is there data on how the ppi2pass pass rates compare to NCEES? http://ncees.org/exams/se-exam/

Thanks! TehMightyEngineer, how much time was generally needed on homework compared to class lectures? Are the PPI handouts pretty useful during the test...with flow charts for solving problems, etc. Like everyone else, I'm looking for the most efficient way to create my cookbook before I walk...

I see one offered by Kaplin and by ppi2pass. Does anyone have experience good or bad with either program? TIA. http://ppi2pass.com/se-live-online-course-vertical-lateral-forces.html https://www.kaplanengineering.com/se-exam

Thanks, zaes1980!

Hi Tom - does the newer version support "Pretensioning?" If so, is it a little more indepth compared to the 1997 version? Thanks!

Seth - I see the questions in the Bentley forum, and have signed up, but how do you ask your own? Not as simple as engtipe. Thanks.

I'm not getting any warm and fuzzies on this? Engtips is much easier to navigate than Bentley forums...ugh. Does anyone have tips for support. TIA.

Ok, so which method is preferred? I see the benefit for using the Steel Design and RC Designer for physical members comprised of multiple beam elements. What are the pros and cons of both?

Well said JAE. Thanks!

DL is referring to the selfweight of the joists, deck, roofing, MEP, etc. How does RISA perform a code check on the VJG's?

Has anyone used VJG's as a moment resisting joist girder in RISA 3D? What do you do with the DL moment if this is eliminated because the bottom chord is connected to the column after the DL is installed...well according to SJI there's no DL moment. How does RISA even perform a code check on...

Josh, To close the loop on this, do you know if RISA automatically adjusts G based on the plate thickness you enter or do I need to make this adjustment myself like I describe above per the Diaphragm Design Manual on pg 3-3 the effective modulus G = G'/t; where G' where G' is the adjusted...

Thanks, Josh/structSU10! Great info.

I found this in the Diaphragm Design Manual on pg 3-3 where the effective modulus G = G'/t; where G' is the adjusted stiffness and t is the deck thickness. I looked at the example RAM provided and they were calculating an adjusted E' - Effective Modulus. I'm not sure why you would change both G...