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!
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...
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
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?
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...
Has anyone modeled a semi-rigid metal deck diaphragm in RISA-3D? I would like to find some guidance on adjusting my steel plate thickness and shear modulus (G) to account for proper deck stiffness with fasteners. I asked RISA support and they did not have any specific quidance on this topic...
I'm no metallurgist, but my take from this old thread is that the 316 is far superior from the 410 for corrosion resistance.
http://www.eng-tips.com/viewthread.cfm?qid=330465
I guess the advantage of the 410 is its hardness when tapping into metal so I can see its advantage over 316. I'm...
Has anyone ever designed with yellow poplar that dates from the late 1800's? I can start with the values from the NDS, but wonder what I might expect from old forest growth if I had the material tested. TIA.
In accordance with FBC Chapter 21‚ Section 2121 there is no allowance for masonry tie beam construction ("U"-block) for commercial construction. How is this handled if the architect wants to use split face cmu and doesn't like to see a concrete banding (conc. tie beam) around his perimeter?
TIA
I'm currently reviewing a load bearing masonry building in the state of Florida which was constructed in the 70's. I was wondering what compressive strength I should use when analyzing this structure. Some codes tell you to reduce the compressive strength by half if special inspection was not...
IBC states for occupancy category III that Covered structures whose primary occupancy is public assembly with a capacity greater than 300 persons.
Base on what the commentary states, if you exceed 300 persons yet the building's primary occupancy is not governed by public assembly (say...
I'm reviewing an aluminum bleacher design (low seismic area) and they are using R>3. Whoa! So I look at ASCE 7-05 and cannot find any reference to aluminum except for mechanical piping. I also looked at the aluminum design manual and it references ASCE 7. I want to say nonbuilding structures...
I have a conflict with a senior engineer in our office who states that all connections are designed by the fabricator. I cannot say that he's dead wrong but I look at Section 3 of the 2005 AISC Code of Standard Practice for Steel Buildings and Bridges and it really implies that this...
The 2006 IBC, section 1912.1 states ‘The strength design of anchors that are not within the scope of Appendix D of ACI 318, and as amended above, shall be in accordance with an approved procedure.’
First question: What defines an approved procedure? Is AISC's Design Guide 7 for Industrial...
What kind of lateral loads (wind, seismic) does a rated wall (now cantilever)see after the structure around it has burned down? What if the wall is 25' tall?
TIA
I'm working on a re-roofing project in FL with 30 yr old parallel chord trusses. The roof is flat and has been leaking for years. I viewed some of the trusses exposed to moisture but could not see any real damage to the wood or plates. I doubt I can find the original truss mfr. so how would I...
