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I bought the Breyer 8th edition. Amazing that it costs less than the 7th edition. Probably because the professors are still currently using the 7th edition.

Hi guys. Don't want to start a new thread but for the same exact sample problem I gave above, I couldn't understand why the stiffness was calculated the way it was. The N-S direction is the strong axis of the column, and it is an unbraced moment frame. The author took the stiffness as...

For example. In The Seismic Design Handbook example 4-2, a structure looks like the sketch I drew and attached. The weight determination went exactly like this, but I don't understand where these numbers came from. I especially don't understand why after calculating these weights in PSF, the...

Does it give you many examples of calculating structural dead and live loads? I need to get those basics down first before I move over to seismic.

Hello all, I am a geotechnical engineer. I just asked my structural engineer friend from back in college about a basic structural-load-calculations question and he chewed me out like I was illiterate. So here's the issue. I want to pass the California Seismic exam. I don't know how to...

Possible savings, but rarely especially in America because there's so much more competition for drilled. Supposedly driven nails will have a stronger bond per surface area, but it's a moot point when grouted bars have 4-8x the surface area. Corrosion may also be an issue.

Something like this? I'm really surprised the weight was felt even 30ft down. Link At first I thought you were talking about a roller compactor.

What was the contact pressure and width of the compactor?

OG, would you say based on the readings that when the compactor was 3ft from the wall, there was something like a uniform 30psf/ft lateral pressure up to a depth of 28ft? Or was 30psf/ft the maximum lateral pressure?

This has probably been treaded before. For infinite load surcharge, we often take an equivalent height of soil, aka active wedge method. For finite strip loads, we're told by every textbook to use 2q in soils. But that leads to a maximum pressure that is 3x as much as with the Active Wedge...

For INTERNAL STABILITY CALCULATIONS (reinforcement) ONLY: Use a Bousinesq for a strip load surcharge. Many people suggest to use 2q in that equation.

If you perform your calculation as you described, assuming you do everything else correctly, you may end up with a very conservative design.

Btw, I was shocked to find out that pocket penetrometers would give completely different results depending on whether you put the adapter foot on or not. And it's not a systematic difference that can be calibrated (I know you multiply by 16 and that's sort of a calibration). It's a random...

I know "out in the field." I've inspected for a bunch of borings. I've never operated the machines. I'm sure I do have a lot to learn, but the lingo is just what it is. Oldestguy I'm sure it doesn't mean much to you but I've been in the industry for 8 years and I do have my PE in geotech.

I have looked for the "scraper bucket" as described by Terzhagi. It doesn't seem to be on the market? Does it go by a different name now?

When you guys say spend time "behind the rig" do you mean inspecting or drilling/helping?

BigH, Your observation of anisotropy in the layers is the reason I asked about the sampling in the soil and not just the rock. Actually I'm concerned about the exact situation (in the soil). I will look into your Terzhagi reference.

MTNClimber, do you happen to know the name of the facebook group? Also we've all experienced boreholes collapsing even when the mud tub is up to the top.

Hello, I am not a driller, I am your book-smart white-collar geotechnical engineer. I am located in NY. Drillers are typically limited to your standard, 2" spoon, 3" spoon, retainer baskets on the spoons, NX, NQ, HQ. Let's ignore clay samples for now. I'm asking for master drillers because...

All of them are conservative.