I have seen contractors, project management/development companies and even designer/architectural firms put up signs of their companies (usually on the fence) at the project site.
Now I am not sure if it serves as a form of advertisement or it's just simply there for exposure and recognition...
HTURKAK,
I agree with everything you say except my trouble is that FoS of 3 to go from ASD to Strength Design. Where do you find that?
I have seen different FoS from geotechnical reports before ranging from 2.5-3. But I don't use 3 with confidence because it's not referenced anywhere.
HTURKAK,
I think I wasn't clear. I don't have issues understanding the difference between ASD and LRFD.
When you check foundation, there is a point where you check for stability, eg. bearing, overturning and sliding. Typically, industry practice will do that in SERVICE LOADS (which is VERY...
Typically when it comes to stability check for foundations I use service loads (pretty much ASD loads). Without a geotechnical report my presumptive soil capacities (from the IBC or the CBC) such as soil bearing is taken without any factor.
However that section and Table 12.13-1 provides...
There was a program (it's discontinued now) called BuildingWorx from structuralsoft. It was a great program and was fully integrated and compatible with AutoCad. It's no longer around :(
I have noticed that too. It seems as though they are moving towards their cousin the ACI. Strength design methodology of Masonry and Reinforced Concrete are similar. I guess it would be a good idea to just phase out ASD and only have LRFD just like ACI
driftLimiter,
Those 2 texts recommended are from the same folks. Which one do you recommend more? Looks like one is solely on strength design as that is only 1 section of the TMS.
Everyone else,
Very much appreciated!
Linked below is the best (yet outdated) Masonry textbook for me. I was hoping they would come out with a 2018 version but looks like that isn't happening. Anyone has any suggestion for a Masonry Design book? I'm updating some of my references to match the current code cycle. TIA...
Section C2.1 Introduction mentioned that your load factors are taken from the IEEE
For resistance factors I stick with AISC 360 unless it is already applied (as per C3.15) or noted otherwise
rowingengineer,
My fee isn't "up'ed" randomly if it's agreed upon in the contract. Also, it's "up'ed" due its nature; being additional work and usually work that requires a quick turn-around.
So I'm not sure where you got that notion that we are uppping or lowering our fees based on who is...
WARose,
I have been fortunate enough that most of the PMs have background in Civil Engineering since there is a large portion of us going into Construction Management or Project Management. Most of them tend to listen to our propositions over the GCs since they, having some overlapping...
By not following my plans/details they basically just handed me a get-out-of-jail-free card on top of more $$$. I put in my proposal (and my notes) that any additional work resulting from contractors or subcontractors deviating from my details without prior approval is an additional fee charged...
Underrated source: Contractors
There has been a few times where contractors, based on their collective experience working with different engineers, do suggest a better alternative to my existing details (at least constructability-wise through the lens of the contractor). So yeah do engage them...
I have looked into this myself and still can't figure out what "timber frames" entails. Also you might not even be able to use it in SDC D-F (correct me if I'm wrong) based on that table.
I assume it's just the regular timber frame with kickers (you call it knee braces) that you use for open...
What type of moment frame system on the first level? It matters because if it's OMF with an R of 3.5 you are allowed to use the 2-stage analysis procedure per ASCE 12.2.3.2. Which means, if you meet the criteria, you are allowed to use the R for wood for the upper portion and use the R for your...
I have yet to get a cantilever wood column to work. That system isn't even recognized in the ASCE. Closest you can get is "Timber Frame". Plus as the mentioned above, it's tough to get fixity at the base. Simpson StrongTie has a connection for it but you can't use those connections in SDC D-E...
