Thanks for all the thoughts guys. It's good to hear that I'm not alone here.
Volumes and tonnages are easy - especially in Revit, it's the labor that is the hard part. I just ended up sticking my wet finger in the air to see which way the wind was blowing and decided that it should take "X"...
AllGoodNames - that is the intent. I'm just fishing for names of classes.
njlutzwe - that's my main concern in doing any estimating.
Even if it is a 'class' in how to use RS Means, it would be helpful...
After 13 years of doing this, I'm being asked more and more to provide cost estimates on projects, but have no background in doing so. For designed projects I can easily calculate volumes of concrete, tonnage of steel, and then call producers for prices. What do I do for new construction...
And Archie - you are right. This isn't a pretty situation necessarily, but it is the problem I have to solve. For what it's worth, the spans on either side of this wall are 19' on one side and 24' on the other. As you surmised, this is residential construction, so I'm looking (currently) at a...
I was trying to get in my head around being able to count the trib of the 4 floors above (+ roof maybe) just to get the area higher. And, now that I look at my example, I am way out of scale for my exact conditions. I was just looking for round numbers to put into the example and messed it up...
I have a transfer girder that is supporting 4 floors of load-bearing walls. It seems to me that this still would still be something that we could reduce the live loads on, but how should we consider the Area that this transfer girder is supporting for the reduction calculation?
Say for example...
USCeng09 - My experience has been doing all of the modeling, detailing, etc my own. That's a lot of engineering salary for detailing though. But, if I were to get the modeled section "finished" then print it off, redline any last changes and add text, let the drafters fight with it, back check...
In all of my past Reviting, I have done all of the modeling, detailing, and document production. The drafters we had at my old job were treated as line tracers and not given much opportunity. I have recently switched jobs to lead a building-structural department "inside" of the existing...
The facility in question hits all the triggers for being a Occupancy Category II, but I'm not sure about the dental x-ray equipment. My thought is that since the x-ray equipment is self-contained not "facility containted" that we would be OK with II and not 3, but I'm looking for another quick...
It appears the consensus (thread 1, Thread 2 and conversations I've had with many other engineers) is to use L/600 for horizontal deflection of studs backing masonry veneer. It's what I've used for my entire career. Where did that come from? I do understand that UFC 3-301-01 has adopted it into...
I'm looking for a little insight here since my searching is coming up empty.
Looking at FEMA P-361, 7.3.5 it says:
If I consider a steel deck acting as the form with 4" of reinforced concrete over top, I have always been under the impression that this complies with the missile impact...
I reread the General Notes (for the umpteenth time) and there are two notes about composite beams. The first relates to shoring at midspan and the second tells me "ALL SHEAR CONNECTORS ON COMPOSITE BEAMS SHALL BE 3/4"Ø x 3 7/8" NELSON STUDS". I think this answers my own question.
Without any...
I am looking at a set of existing drawings dated 1974. The steel beams have a "SC ##" designation on them that you can see in the photo. Any thoughts as to what this is? Shear studs?
The existing details don't show anything out of the ordinary graphically at least.
Thanks for any help. I...
I think the general consensus, and best sounding practice, is to run the bars through, hokie66. Do you have a detail that you wouldn't mind sharing of how to prepare the joints better than what I've got? What I've got is basically the same as I had posted earlier...
