I think this is an irresponsible attitude. If anything, if you are going to throw a dart, you should pick the lowest possible R value (1.25, in this case).
I am surprised no one has any experience with this issue. No one has designed a cantilever column in the 4 years since ASCE 7-05 was...
I have a question regarding the “R” value for cantilever column systems in ASCE7-05 (well, several, actually). Section G of the table gives values for seven different types of systems.
The way it is phrased is this: “Cantilevered column systems detailed to conform to the requirements for:”...
Thanks for the replies. This is what I have so far:
http://www.amazon.com/Foundation-Analysis-Design-Joseph-Bowles/dp/0079122477
http://www.amazon.com/Craigs-Soil-Mechanics-Solutions-Manual/dp/041533294X/ref=sr_1_1?ie=UTF8&s=books&qid=1217289889&sr=1-1
Right?
Also, does anyone have...
Hello, all.
I am looking for recommendations for a good book covering retaining wall structures. Anyone have any recommendations?
I would like a book that has an emphasis on actual problems and solutions; not a theory driven book. Ideally, I want it to cover both concrete and CMU type walls...
This is for a two story residential wood framed building.
So.....(forgive me) how do I do this:
"This should then be compared against the "actual" moment produced by the design loads. This is calculated, as PE states, by doing a beam on elastic foundation analysis"
?
I agree.
So that leads me to my original question: What do I do with this information from the soils guy? (1/2" in 40 feet)
How do I utilize it to design a proper footing? There must be some other analysis that makes sense.
PEStructural:
Your forumla is the one I initially came up with. But it is clearly wrong. Increasing the section will increase the I. Making the section stronger should not make the moment worse.
You said "Apply the moment due to the differential settlement".
This is exactly what I thought to do. But how? I used the fixed-fixed beam model and backed out a uniform load from the delfection equation. Then, use plug this into the formula for moment and design accordingly. But this doesn't...
Thanks for the input, but this does not solve the problem.
Lets assume the soils engineer gave me a deflection of 1/2" in 40 feet. Do I check the footing size (assume 10"x12" w/ 1-#4 T/B) for all the tributary wall/floor/roof loads for a clear span of 40 feet?
Its not gonna work. no way, no...
I've been wrestling with a problem lately; hopefully somebody can help me out.
The soils engineer will often give a differential settlement deflection value with an associated span. Usually 1/2" in 40 feet or something similar.
How do you design a grade beam section given this data? (assume...
That makes sense!
Here is another question: Situation No. 4 (Unifrom Load Partially Distributed) does not give a deflection formula. Does anyone know of a good one??
Here is a dumb question:
Item number 8 (Simple Beam - Concentrated Load at any Point) of the
ASD American Steel Association handbook (the "Green" one) gives a
formula for deflection at x (when x < a). What about if x is > a? How
does the formula change? I would appreciate a smart...
I have tested I-joists in full scale bending tests. The emirical results suggest that cutting large holes in the center is acceptable. However, it is interesting to note, that I-joist performance drops significantly with small notches in the flanges. Watch out for careless plumbers and electricians!
