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In the US, arching action of retained soil is normally only considered with soldier pile and lagging sheeting and shoring, with the arching occurring between adjacent soldier piles.

D. Matthew Stuart, P.E., S.E., F.ASCE, SECB
Structural Division Manager

Pennoni Associates Inc.
One Drexel Plaza
3001 Market Street, 2nd Floor
Philadelphia, PA 19104
Office 215-222-3000 x7895 | Direct 215-254-7895
Fax 215-222-0789 | Mobile 908-309-8657 | mstuart(--nospam--at)


From: gregory szuladzinski [mailto:ggg(--nospam--at)]
Sent: Thursday, September 30, 2010 5:20 AM
To: Sseaint Org




If you wish to use a simplified method,

here is the possibility:

Think of how stressing of brick lintels is calculated.

Use the same approach to find tributary volume of soil,

except it should be a pyramid instead of a triangle.

Get the equivalent static accel. of a seismic event.

Apply it to tributary volume of soil and to the volume of wall.

This is what's bending the wall horizontally.

This must be combined with the vertical stressing.


Gregory from Oz


<b>Subject:</b> Re: Seismic Loading on basement walls</span></p>
        <p class="ecxMsoNormal">&nbsp;</p>
        <p class="ecxMsoNormal">Fellow Listers,<br>
          I am hoping that some one who lives in shakey country can
          help. All of a sudden seismic design of residential basements
          walls has arisen here in not so shakey Ontario.&nbsp; A fellow
          engineer called me as he had his sealing of drawings of a
          residence with 9 ft high basement walls questioned by a member
          of the BMEC (Ontario quasi government body, the Building
          Materials Evaluation Commission).&nbsp; Beats me why such a person
          would even be involved because usually the local municipal
          building department only reviews such drawings.&nbsp; The Ontario
          Building Code has a section on "housing and small buildings",
          i.e. under 600 sq m and 3 stories or less ( a presciptive
          section) which allows plain concrete basement walls up to 8 ft
          high. As soon as the wall is more than 8 ft high, it has to be
          approved by an engineer. Hence this problem arose.&nbsp; He did
          call for reinforcing, but he wasvquestioned on seismic
          loading. I am hoping some of the helpful members can point me
          in the right direction to publications on this or give some