Need a book? Engineering books recommendations...

# Re: Protection of Drain Pipe Under Mat Foundation

• 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.

On 5/30/08, Bill Allen <t.w.allen(--nospam--at)cox.net> wrote:

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.

Regards,

T. William (Bill) Allen, S.E.

ALLEN DESIGNS

Consulting Structural Engineers

V (949) 248-8588 F(949) 209-2509

-----Original Message-----
From: D E [mailto:struktur.dle(--nospam--at)gmail.com]
Sent: Thursday, May 29, 2008 1:37 PM
To:
seaint(--nospam--at)seaint.org

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?