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Re: soils pressure[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: Re: soils pressure
- From: "Joseph Grill" <jrgrill(--nospam--at)cableone.net>
- Date: Thu, 22 Apr 2004 06:33:12 -0700
That's exactly what I've got. I'm fairly new in the area and have been suprised by what I've seen so far as the typical practice in years past.
As I replied to John last night I understand what the design requirements are and have done all that. I've looked at the diaphragm, the load transfer to the diaphragm, reinforcing in the wall. By the way, they are crazed thinking that #5's horiz. at 48" o.c. in a 12" CMU wall with a 12 ft. cut (what they are used to seeing and doing) is not enough. I checked with a local geotech and was informed that what I used for soil pressures was adequate. (I was pretty sure what I used was good, but I am needing backup for a meeting this morning. The geotech told me to have them call him if need be.) All that is my problem. I guess they haven't seen this level of design/detail before, whether things haven't been designed properly or because they haven't been designed at all, they are really sqealing. You know, "this is so excessive" and "this is crazy it's so overdesigned" and on and on, you know the drill. Yes, they do believe they are the experts in this matter.
I'm still learning who the good clients are in the area. I have a meeting this morning with another engineer (also a principal) in our company and two of the architects on this project, and maybe the contractor. I have a pretty good visual aid in a 3D model I did in a similar situation for another client a few weeks back. It's a good expanation for the need for horizontal reinforcing at wall corners and returns. If they can't understand after that I think my co-worker/boss and I will give them the opportunity to design it themselves, or at least go somewhere else.
Joseph R. Grill, PE (structural)
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