This is from memory, but I believe that 1.15 factor is included in the FM Tables. You are correct that FM will yield higher uplifts as compared to ASCE 7, but one thing to watch is the purlin spacing if you are using a metal panel roof (i.e. Fabral, MBCI, etc.). Under FM 1-28 and also FM 1-31...
For conventional steel shapes (AISC W-shapes), I find that the Floor Framing V14 program from AISC (http://www.steeltools.org/Resources/ViewDocument/?DocumentKey=acd36a98-5236-41cb-9d65-b66731a71fcf) is very useful for a quick floor framing weight. It handles composite and non-composite...
AELLC,
I created that spreadsheet and you are correct that precedent N53 is blank, but it shouldn't be. Where the equation points to N53, it should be N44. It should be the weak axis bending stress ratio. I don't think I have the spreadsheet here at home, but first thing Monday morning, I...
I would recommend VisualFoundation from IES (www.iesweb.com). Very short learning curve and does most of what SAFE does, but much easier to use than SAFE in my mind.
JWB
We have been moving to using Bluebeam PDF Revu for checking shop drawings (www.bluebeam.com). I thought AISC's Modern Steel Construction had an article a while ago about the software. It does take a while to get used to reviewing on a computer screen, but now that I have done 3 large projects...
An option for standing seam roofs is using a manufactured system (Capital Safety, MSA, Miller, etc.). They need to be installed and the support framing engineered by their certified installation companies and meet the minimum gauge thickness requirements. Off the top of my head, I don't...
I believe that AISC's Modern Steel answered this. http://www.modernsteel.com/steelinterchange_details.php?id=487
Long story short, no you can not replace A325 with SAE bolts.
JWB
For smaller projects, I really like VisualFoundation from IES (www.iesweb.com). It is not as robust as SAFE or others, but I find there is a very small learning curve.
JWB
Agree with Toad. If you use HSS columns in a moment frame, I always worry about bending that face of the HSS. That is where the WF's have an advantage.
JWB
If you have access to "Foundation Design" by Das or Boyles, the authors discuss the additional effect of the soil shear cone. Very good information.
JWB
I find Visual Analysis from IES is very user friendly for concrete design. Handles concrete columns, beams and will design walls and slabs. All of the code checks are per ACI, though.
JWB
For what it is worth, I ran both situations through ShapeBuilder from IES (which I have had good luck with in the past), and adding the WT6 results in a J = 1.23 and with the W6, J = 2.42. So it appears something may be hinky with how RAM calculates J in this case...
JAE,
You are correct, it is for defining the requirements to the joist manufacturer. What I am struggling with how to present this and accurately capture the required capacity. One could list the moment reactions from analysis, broken down to ASCE 7, eqn. 1, 2, 3, etc. (for example). I just...
With the 2005 AISC specification recommending using the Direct Analysis Method for steel frame design, I was wondering how other engineers are specifying end reactions on joist girders that are part of a moment frame for lateral force resisting system.
I have seen load diagrams with the end...
BA,
You are correct about the rate of placement affecting the lateral pressure on the formwork. Attached is a link to a Dayton Superior forming design guide. If you refer to Page 14 of the attached PDF, they list lateral pressures based on the rate of concrete placement.
Hope it helps...
