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Re: Protection of Drain Pipe Under Mat Foundation[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: Re: Protection of Drain Pipe Under Mat Foundation
- From: "D E" <struktur.dle(--nospam--at)gmail.com>
- Date: Fri, 30 May 2008 14:17:56 -0700
Please do accept many appologies. I mean no offense. I want to say that to visualize 200 tons of masonry water fountain. Which also cause extreme earthquake overturn loadings. I was hoping you to explain such fountain with massive off center loads. My questions were only meant to provoke the beginning dialogue of this fountain design.
D E –
It's not a uniform pressure; it's a trapezoidal pressure.
I've been doing this a long time. Don't worry; the numbers are right.
T. William (Bill) Allen, S.E.
Consulting Structural Engineers
V (949) 248-8588 • F(949) 209-2509
From: D E [mailto:struktur.dle(--nospam--at)gmail.com]
Sent: Thursday, May 29, 2008 1:37 PM
Subject: Re: Protection of Drain Pipe Under Mat Foundation
Sounds like your soils allowables are close to, if not over, the limit. I just wanted to point out that a 29'x22.5' map with a 700psf soil pressure gives a weight of cmu of 29'x22.5'x700psf=456,000 lbs of masonry. That is a lot of masonry. The 1300psf under lateral seems really high too. Things to check: What is your weight of masonry? What is the vertical center of gravity of cmu? what is your allowable base shear coefficient?
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