I know this is a long shot, but does anyone have any idea how/where to obtain reliable info for stormwater design regulations, standards or even just rainfall intensity and/or precipitation requirements for Saudi Arabia? Best I can find is sime NOAA info for average monthly rainfall. I'm...
I have a simple 4 column "shed" with no walls, about 20ftx30ft with h=15ft. I am trying to figure out the wind load to apply to the roof. According to section 6.5.13, (Eq 6-25)F=qz G Cf Af. Cf is taken from Figure 6-18, based on the B vs L of the roof as well as the angle. I've got that. My...
We typically have very high loads and per our company standards, this ends up requiring longer than typical embedment depths for anchor bolts/rods.
I'm using 318-02 for a design right now, and D.5.2.2 gives the equations for breakout strength, but only provides equations for up to 25"...
Here is a crazy plate design I am trying to work out.
I have a square (10"x10") end/cap plate with a 2"dia hole at the center. The plate will be welded on 4 sides to a steel "box". Through the hole is a bolt with a washer/nut on the back-side. This bolt will be tensioned so that the 10x10...
I would like some input onto the procedure I am going with to figure out this situation. And also because I know this will come up again on other projects. Thanks in advance...
Situation: 8ft concrete retaining wall in which rock has been encountered at a shallow depth. Footing width was...
f-d,
I didnt meail to intend anything from my last post. It just seemed like some are saying to include it, some are saying to include it as it would somewhat act like additional safety factoring and others had said they dont use it as the geotech is giving a value that is for the "new" loads.
So it seems like the idea is to pretty much do whatever feels right? I normally always included the soil weight, and for a footing that's only 4 ft below grade, it hasnt been a big deal, but for a footing 8 below, the soil cone is huge and adds much load. However, if given a bearing capacity...
I realize after doing a bit of reading that my typical calc accounts for a cone of soil above the footing. I've been using this same spreadsheet for 5 about years as a standard calc within the company, so i didnt pick up on the cone right away.
Our geotech info is always a bit lacking...
I have always accounted for the weight of soil above the top of footing when designing simple, isolated shallow footings. Typically, a footing will be in the neighborhood of 4'x4'x1'thk and about 3ft below grade, so that there would then be 2ft of soil above the top of footing. I have always...
So you saying.... if my reinf is 3" from my bolt, then the "cone" intersects the reinf about 2.1" above the bottom of the bolt. So, I simply have to have the required lap/splice/development length below this intersection point?
Or, in other words, the length of reinf needs to be equal to...
I have looked on this site and almost found my answer but it was completely discussed. I'm sure there is a way to justify how uplift load would transfer from an anchor bolt into the reinf of a pier, but I am not sure how to go about figuring it out.
My particular situation is that my pier is...
Has any of you managed to decipher Appendix D enough that you've been able to make an Excel sheet to take care of all the nuances? I would like to have a sheet for this appendix as I dont have a need to design anchor bolts very often and each time I do, I need to re-teach myself how to use App D.
