I'm having some trouble using ACI 318 Appendix-D for determining embedment length for pull-out.
Situation:
I have an octagonal shaped pedestal/cap, 16'x16', supported by drilled piers. The foundation supports a round vessel, 13'-6" diameter. The moment at the base of the vessel creates...
All are interesting comments -
I realized that 12% fines may be an issue on one hand, but the other is the impermeability after compaction. I didn't want the bathtub effect. The geotech on the job says that he deems the type-A base material as "non-frost" susceptible fill.
A friend here at...
Type-A base material here is a well graded 1.5-inch max aggregate with 4-12 percent passing the No. 200 seive. It compacts tight.
The ground water is approx. 10 to 13 feet. There were 4 borings to rock (avg. 50 ft.) within the footprint.
Unlike civilperson's example, this slab cannot have...
My question is about frost depth requirements for an outdoor industrial slab on grade. Minimum ftg depth for frost penetration is 24 inches. Slab size is 70 x 80 ft.
I have numerous pieces of equipment – tanks, pumps, platforms, pipe supports, vessels, all light to moderate loadings in that...
Hmmmm... I pick curtain #3!
There are a number of large areas at this industrial site that are EPA designated "No Dig Zones".
There is a river that runs 100 yards from the property line, and I understand that where these particular foundations are is part of the old riverbed. They hit it at...
Thanks Ron, I've been waiting for additional responses but it doesn't look like any are forthcoming. It hadn't occurred to me of coating the casing - would you recommend a bituminus, galvanized, or epoxy type coating such as an Ameron system? The layers of soil being penetrated go from fat...
Monday morning crisis:
A project we're doing at an industrial site utilizes 30-inch drilled pier foundations to rock. The holes have been filling up with water soon after drilling.
Environmental testing is performed for contaminents during and after drilling. The last pair of drilled...
I asked the geotech to pay of site visit and give some recommendations. He had 9 test pits dug 3 ft. deep. The soil (silty clay and some clayey silt) below the lime treatment was competent enough for normal operations to proceed. The lime did a good job of protecting it from flooding, and the...
1. You don't want the soil to lose compaction by freeze/thaw cycles. It's not frozen down there and you want to keep it that way.
2. You don't want your concrete to freeze while it's trying to cure.
3. When you say the poly will great a greenhouse effect, you just mean that during the day it...
This is a question about overly wet soils:
We’re putting in a cantilevered retaining wall for secondary storage around AST’s for Fuel storage in Sacramento, CA. This is a new site, with no other structures in the immediate area. The ground was very flat with a water table around 11 ft. below...
Girt/purlin depths - I had an experience of refurbishing and adding on to an existing metal building, built in the 70's, a few years ago in Lakeland Florida. The secondary members were all 6 inch depth. With today's wind loads and available sections on the market, I had to replace with 8.5"...
You're speaking about the stiffness matrix. If the design is by hand, then you do need to set some limitations as the previous posts imply. But it's all about deflection/flexibility/stiffness, something we usually let a frame program figure out. Probably most of us have solved a stiffness...
Grizzman, I consistently have a run-in with the same quandary when doing retaining walls. Here's the way I see it - reinf. concrete of the stem wall more than likely experiences the at-rest pressure, so design the reinf with that in mind. But for stability, it seems that active and passive...
I had a misplaced base plate not too long ago and I did the following:
1. welded a plate extension on to pick up 2 cast-in-place anchors that fell outside the plate. Used a gusset to strengthen the new addition.
2. burned 2 new holes in the original plate to pick up the other 2 anchors.
3...
Best HP I had was the 27S. Much quicker and user friendly than the 48GX for writing equations and solving. HP discontinued it around the time when the 48's hit the market (for twice the price).
My first day on a job, the guy in charge of supplies and setting up workstations is installing an...
Thanks for the input from both. It does make sense to wait until making it to the site - it was the uncertainty of the quality control when adding it that had me wondering. I haven't seen a concrete company rep on-site outside of the driver in resent jobs, but maybe you mean in the particular...
I'm reviewing a concrete specification that we're trying to use on an upcoming job. It's been in-place before my time and has had several shots/changes put to it, of which the history isn't really known. In the spec. section for admixtures, it states the following:
"High range water...
Site soil is silty sand (sm), medium dense to dense for upper 4 ft., dense clayey sand (sc) for another 3-4 ft. below that and finally light grey caliche in varying densities.
The items are 35' light poles. Will try a drilled shaft diameter of 2 ft.
Site conditions are dry, low water table...
I'm looking at evaluating lateral load capacity for drilled piers w/ respect to soil support (not RC design). I've used in the past a paper published by PCA titled "Design of Concrete Foundation Piers" by Frank Randall, May 1968. Is anyone familiar with this paper? or have opinions...
