Thank you for your attention PEinc
I just wanted to chime in and demonstrate why I think my overall design is conservative.
So my computer program output (and hand-calculation) shows that the design brace load per running foot of wall is 6.5 kips per foot. For my distributed load profile on...
Thank you SlideRuleEra.
The layout is just like what is shown in PEinc's photographs with a 15- by 15-foot clear spacing between the beams. I suppose I should have called the bracing walers. I suppose that technically they are both struts and walers because they carry both axial compression...
Thank you both. I agree - we need to be conservative, brace across the top, and design for a contingency with inadequate dewatering. For seepage pressures, I am using 5 feet of head imposed on the ground side of the piles plus reduced passive resistance from lowered effective stresses, etc...
Is anyone aware of a rational (and simple) analysis approach for evaluating reduction (or increase) of theoretical average lateral earth pressures imposed on a retaining wall, relatively short in plan, with 90-degree "return" retaining walls that abut the wall ends?
This is for temporary...
My project team is considering ionic chemical treatment to reduce shrink/swell behavior of expansive soil beneath an existing buildings. The subject building is a one-story CMU skilled nursing structure with a concrete slab-on-grade floor and shallow footings. The damage is likely caused by...
Thank you msucog. I have Navfac. The compression values on the "Typical Properties of Compacted Soils" is not so useful for the evaluation I need to make because the confining stresses corresponding to the values listed are quite high. I believe the intent of those values is for evaluating...
Does anyone have a good reference for estimating long-term total settlement of compacted artificial fill under its own weight (strain - or percent compression) based on soil index properties (or fill classification)?
I am designing a subdrain and would like to call out for "waterproofing" on the downslope side. I have not designed one like it in quite some time. I used to call for 15-mil visqueen for this application, but, I would like some advice.
-Does the burried visqueen hold up over time? I ask this...
Thank you all for your insightful responses.
jshvaag: I think that assuming a phi angle and calculating k-not leads to underestimating horizontal stresses in rock in some cases (but maybe not in all). Sure, excavation relieves the stresses, but, the in-situ horizontal stress still effect...
I did not have time to read all the posts, but just wanted to point out that I have investigated a piping problem in the past, and I hired a leak detection company to do a camera survey of the pipe. For my project, the data was quite valueable.
I am designing support systems for underground excavations, and have been using a stepped evaluation approach presented in Underground Excavations in Rock (Hoek and Brown). The procedure is a good guideline for my projects, however, I deal with underground excavations that are typically less...
Not sure about DL and LL, but the design lateral EQ loads are about 6 kips per column and 3 kips/foot on the grade beams. It is a one-story (high story) metal-framed building with a concrete floor designed as structurally supported, and with heavy equpment on it (tanks for a winery). We are in...
InDepth,
The structural engineer is currently laying out the micropiles - he will likely lay them out fairly frequently and "in trees". Is that what you mean by bundling them or are you referring to reinforcement? We are going to end up with pipe reinforcement instead of bundled bars - but...
What through me off: something I read in a design manual implied (at least the way I read it) that you can add the component of lateral load capacity of a pile (from L-pile) and the FULL horizontal componenent of allowable skin friction to estimate your allowable lateral capacity. Not true -...
Describing the soil conditions and ground surface slope conditions would help with understanding your question. But, if you are trying to reinforce soft ground so it improves bearing capacity, then there is nothing in the codes that can be used for design.
