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I'm looking for a good foundation reference book. I've got foundations (deep or shallow) to design for freestanding steel towers that will be in areas that can flood and be underwater by a few feet; also in a high seismic zone with possible liquefaction. I'm not experienced doing foundation...

I don't recall the answer, but check out some of the threads on ACI App. D. There are a lot of complaints about App. D being very conservative.

I worked on a two story office building a number of years ago and the contractor poured the concrete (over steel deck) on the second floor before grouting under the column base plates. During the pour, the entire floor suddenly dropped about 1 to 1 1/2". The baseplate on one of the columns was...

Josh, I'm in Oregon. Which company and where in CA? Do they offer it regularly? Maybe you have a website link you could give me? Thanks.

I'm wondering if anyone knows of a seminar that is offered on general tower design (self-supporting lattice, guyed lattice, monopoles, etc), or any aspects of it. Also helpful would be any website that could direct me to any seminars or books on this topic. Thanks!

What everyone is saying makes sense. I don't see how the concrete could "crush" when it is so confined. That's probably why Appendix D doesn't mention "bearing", but instead gives you all the breakout and blowout failure modes. The equation in 10.14.1 is interesting. I can imagine how this...

Thanks for the input everyone. In response to Ron's comment, I'm checking someone's existing design and the load is well above 14 kips (about 26k). The only way I know to check bearing is to use the formula in ACI 318 10.14.1 and I'm coming up with about 15k ultimate capacity. I'm not talking...

For a threaded anchor rod in tension, embedded in concrete, ACI 318 Appendix D gives methods to check the steel anchor failure as well as various concrete failures (breakout, etc.). But is it necessary to check the washer bearing on concrete? Are standard washers sized so that they always...

By the way, I essentially got the same result when calculating the overall "I" and using Mc/I as when I used M/d.

I think I gave everyone too much information. The tower has already been designed; I was just helping the contractor figure out the pick point locations when he lifted the tower. So I was only checking the maximum distance that the tower could cantilever when being lifted by the crane (moment...

rb1957, The center-to-center distance at the perimeter of the triangle is 16" between the columns. The distance from the midpoint between two columns to the third column is 13.85". I'll run this (or something like it) through an FEA at some point and see what happens. Just curious what you...

Thanks for the commments everyone. FYI, it's a small tower and the legs are only 16" apart from centerline to centerline of each column. The 3 pipe columns are 1.25" outside diameter. The web members are 7/16" diameter solid round bars. I'm mainly trying to confirm that the column axial...

I've got a 3-legged trussed tower composed of three pipe columns in each corner. In plan view it is an equilateral triangle. Between the pipe columns are vertical and diagonal web members. If I apply a moment to the tower, about an axis that parallels two of the legs, how do I calculate the...

Got it! Thanks for the comments!

Does anyone know what the little "e" is in this equation? Thanks.

I agree. I don't think I've ever seen a flat roof building without a parapet. That's what's confusing about the code- it seems to be saying that the simplified method can be used, but I've had some city reviewers disagree, and the code isn't clear enough to argue with them.

See ASCE 7-05 section 6.4.1.1, note #7. This says that the simplified method for wind design can be used for buildings with either a flat roof or gable roof. Does this mean that flat roof buildings with parapets can be analyzed using the simplified method? Some city reviewers are saying that...