Refugio,
On a recent project, the geotech and I discussed his basis for the kh value he was providing. In a nutshell he said after all their research on the methods for determining kh, they concluded that they would always specify ½ of the PGA and feel comfortable with that recommendation.
Incorporating seismic into retaining structures certainly impacts the design of structure, ½ or more of PGA is a substantial force to account for.
Mark D. Baker
Baker Engineering
From: refugio rochin [mailto:refugio311@yahoo.com]
Sent: Friday, October 17, 2008 9:34 AM
To: seaint@seaint.org
Subject: Seismic Factors for Soil Nail Walls
| I have a question regarding Soil Nail Walls in a high seismic region. We are trying to identify the seismic factors for such a wall. A geotechnical circular No. 7 as well as the FHWA Soil Nail Manual, utilize the equation Am = (1.45 - A)A where A is the peak ground acceleration at 10% exceedance in 50 years. This equation however has a maximum at 0.725, and our PGA is 1.25 to 1.1 (located on the The target is to define the kh, which is a pseudo-static coefficient input into the Soil Nail programs. Refugio |
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