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BA: Please draw the triangle with dutum set at the level of supports A & B, you might figure out what I was thinking, assuming, and mistakes if any.

Ok, let me try to verify my solution posted on May 23, 17:16. V = 1.125 H = 11.21 V/H = 1.125/11.21 = 0.1 & y = 1.644 L = 16.4 y/L = 1.644/16.4 = 0.1 = V/H, check. L' = sqr(y62+L^2) = (1.644^2+16.4^2)^0.5 = 16.4822 e = L'-L = 16.4822-16.4 = 0.0822 T = 11.27 L = 16.4 E = 14503 A = 0.155 e' =...

BA: I failed to see why is that. Will take some time to think about it tomorrow.

Remind me of great Greek/Roman art :)

BA: I used L = 16.4' as the base. e = Sqr(y^2 + L^2)- L e' = TL/EA - L These two quantities need to be equal to satify both material properties (P,L,E,A) and trig. Please I have verified the vertical displacement, y=2.181' from datum w/r to supports A & B, in the opening. Thus the struct...

The conservative way to handle this is: distribute the base shear to the shear walls. Then for each wall analyze its base pressure by M = V*h (height of wall), e = M/P, S (stress) = P/A*(1 +/- 6*e/L). A=b (footing width)*L (Length). If the entire footing is in compression, you are home free...

from the FE output, you have high stresses under the arch, and at the arach-column intecpt corners. Are you positive the stresses are within allowable? have you consider wind, earthquake cases? While the stresses around window look reasonable, I don't quite understand why the stresses 1/3 way...

If this wall is part of building structure, you should analysis with the building framing to get bearing from lateral loads. If it is a self-standing wall, well, not likely (what to bear?), but it is a situation like retaining wall.

JAE: Please do not take above as attack. I knew you are a well rounded person/engineer, not to argue that. I admit I wasn't a great writer, sometimes fingers faster than my thought, and laze in correcting myself (for minor things) after the fact is out (submit & posted). I answer a lot of...

julian: Quite impressive. Just a little question here. I believe the final deflection, y = 3.821'-1.64' = 2.181'. Check force-geometry slope compability: V = 1.125 H = 8.45 V/H = 0.133 & y = 2.181 L = 16.4 y/L = 0.133 = V/H, check, so far so good. Check material-geometry compability: y =...

Or, easiest way, agree to oldestguy - "I'd just underlay the slab with 3 inches of the pink stuff (closed cell foam) and be done with it." I wouldn't argue with it, since I DON't KNOW. :)

"Dot not design for heave" - Isn't this true? What is the heave force to consider? Mind you, I have no clue, and never done that. Instead of losing hairs in chasing some material without clear explanation and instruction/documentation, I was pointing out more estabilished way to handle this...

Back to the DOS era, I believe one company had developed electronic based sketch pad that translates hand sketch draw on the pad to a graph file. I don't think it exists now. It would be nice one day we can prepare electronic sketch by hand and to scale intuitively.

In my previous post: "I don't want to argue which method (void form or soil improvent) is more effective or desirable." I the end, I was to point out the fact that subgrade preparation is one of the major step/consideration in the design/construction of the slab-on-grade. With proper design...

JAE: I said: " Instead of design for the heaving, it may be better to simply reduces the potential of ice forming beneath the unheated slab by improving subgrade to avoid capillary water raising to the ground level." Yours: "capillary water raising to the narrow strip of soil at the ground...

Geo: If any civil engineering program does not make at least 1 geotech class as mandatory, it shouldn't exist, or be allowed to offer BS in civil engineering degree.

Dynamic analysis on soil-foundation interaction has never been a simple task. I think you need to consider: 1. Engage a geotech to explore the subgrade. 2. Perform dynamic analysis on the concrete mass includes soil effects. 3. Consider using dampers/isolators/shock obsorbers on the machine(s)...

Sorry, here is the link. http://www.pavement.com/Concrete_Pavement/Technical/Fundamentals/Frost.asp

Instead of design for the heaving, it may be better to simply reduces the potential of ice forming beneath the unheated slab by improving subgrade to avoid capillary water raising to the ground level. Have a look on the link below to gain some ideas.

I would at least increase the 6' to 6.5' so there is enough room on each side (of the existing 5' width) to make a concrete beam with pair of L bars, drill & grout into slab, acting as shear reinforcement, and support for at least two longitudinal bars in the 20' direction. Install the L bars at...