unfortunately in regards to the distance from the wall to the wheel load, the architect placed the 21 foot fire lane starting at the face of the wall. so theoretically the wheel could be right at the wall. however given the fact that if it is, no one can get off or get to equipment, and other...
Actually this is garbage soil to the point where the geotech has recommended removal and replacement of the native soil to the rock horizon (2 to 4 feet below natural grade) they are building up the site substantially and have been directed to do so with select fill. the retainage on the walls...
thanks to everyone. i am afraid i am really only familiar with cantilevered retaining walls and some of their closest relatives not having done much stabilized earth or ties although i am basically familiar with the concepts. i think i have worked it out, but i appreciate the input from all. the...
I have a wall with a property line so close to the face of the wall that it isn't funny. is there any reason I cannot use a retaining wall without a toe if I can meet all of the soil pressure and stability requirements? I cannot think of one...but then...
thanks.
I did several of the things mentioned above, I did not sign it until they dragged me into the bosses office and made a big stink (six months after it was issued)and then i amended the copy I signed and the one I kept, because several of my clients had been MY clients when i was "bought" by the...
someday I am going to ask a "smart" question instead of a dumb one, I swear... Why would you NOT want to tie a pier to a foundation? (moderate to highly plastic soils). I guess you can resist uplift of the building frame with the slab and grade beams, but if you do have soil movement...
Actually, after contacting the AISC tip line, and finding out that there are indeed test proceedures to determine the quality and suitability of the pipe that COULD be done, and a lot of consideration about the lack of understanding by the potential client about the requirements of the code and...
I have some detention structure walls. they are not particularly tall less than say 7 feet to the base. They are retaining filled earth over fat and lean clays, over moderate to highly weathered limestone. the general management of the soils for the building is to remove and replace some or all...
Actually i lied - wrote before i looked again. My page 675 in the IBC 2000 has errata, i did find it though - it is on page 597 in my version. thanks again though.
As far as i can tell the IBC 2000 references only aci 318 with no revision listed. therefore are we supposed to design to whatever the latest released edition of aci 318 is that we can find? I would normally expect there to be an adoption process, if i were in a big city, but that will not be...
thanks for the answer, you said what I suspected for the most part. I did not think to ask if the developer for the subdivision has a soils report, but I know the firm that did the test and can ask them , too. I am located in central Texas, Temple Killeen Waco with this type of project occiuring...
ok, once again I am confronted with someone "just wanting a foundation design". I have a "soil sample" test result with LL 5, PL 19, thus P.I. of 26 and 82.8 passing the 200 seive. I know we have expansive soils here. I have read the code and based on IBC cannot determine...
glad i'm not too late. What do i love? solving problems that are solvable with some elbow grease and creativity, working with people who like what they do, and are professionals, knowing enough about the codes and the field to make good decisions...what do i hate? no management (and i do mean...
focht3 - thanks for the input, again this is consistent with the concerns I have. jdmm, i am afraid you hit a nerve. There is no geotech info, and no one around here seems to think that is odd or dangerous. The last set of drawings I saw go out had no technical specs calling out any soils...
