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Geotechnica/Engineering Report for Property n O�'2' S �T ,°O 6 1 m m 0 8
located at 3501 Oak Bay Rd,Port Ludlow,WA 98360 °i e� Tq�� r o o
Prepared for. Judson and Renee Linnabarry \ n, 'w r Z I O c °' g 83
Go Tamara Halligan,(360)385-2628 y ' oV 0. ,y„-E, > �� (b N c $ 8 �f
3501 Oak Bay Rd,Port Ludlow WA98360 r" �. y'` � . o K N. O "� I
Prepared MET V -i 5 m A
Pa by: (Morta Engineering and Testing) `=- yc)) 49 j(i m m m i_'� a
P.O.Box 250,Ocean Shores,WA 98569-0250 %i O \ g a_
(800)590-0958,(360)289-9682 fax, Smorta@AOLcorr a)" \ om m 8.
May 13,2006 Designed by: SPM Page 1 of 2 \ •
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Slope Stability Calculations (at Cross-section A-A) a 9 T # B L D
4 1
30 ft a111 4ON
Weight(W)
Native Soil
65 : Wedge_�el,
[ Not to scale NTS)]
iO4
Alpha=31 deg(60%slope) (
1. Compute factor of safety(FS)against slipping-Static Case(Ref: "Geotechnical and Foundation Engineering-
Design and Construction", by Rebert W. Day, 1999, page 10,28
FS=Resisting force/Driving force
_[c'L+ N'x Tan(phi')]/[Wx sin(alpha)]
=[c'L+(Wx cos(alpha)-u x L)tan(phi')]/[Wx sin(alpha)]
where: FS=Factor of Safety against sliding(dimensionless parameter)
c'=drained shear strength of the slide plane(c' - 350 psf for very dense silt stone-SM)
phi'=angle of internal friction for dense sandy silt 30 degrees
L=length of the slip plane surface(feet)=60 ft
N=normal force, i.e.,the force acting perpendicular to the slip surface[(N=Wx cos(alpha)]
W=total weight of the failure wedge(i.e.,W=gamma times the area of the wedge), lbs
fora unit length of slope=(130 pcf)(60 ft x 19 ft)/2=74,100 lbs=74.1 kips
u=average pore water pressure along the slip surface(psf)=30 psf for dense silt stone
alpha=slip surface inclination(degrees)=31 degrees
FS={(.35 x 60)+[74.1 x cos(31)-(.03 x 60)]tan(30)]}/[74.1 x sin(31]=(21.0+35.6)/38.2=1.48<1.6, Marginal
(Note: There were no signs of slope instability on the embankment except near the toe of the slope)
2. Compute factor of safety against slipping for the Dynamic(seismic)Case, (Ref: Robert W. Day, page 10.64)
seismic factor=b=.3(equivalent to 0.3 g's of ground acceleration)
FS=[c'L+(Wx cos(alpha)-b x Wx sin(alpha)-u x L)x tan(phi')]/[Wx sin(alpha)+ b x Wx cos(alpha)]
={.35 x 60+[(74.1 x cos(31)-.3 x 74.1 x sin(31)-.03 x 60)]tan(30)}/[74.1 x sin(31)+(0.3 x 74.1 x cos(31)]
=[21.0+(63.5-11.5-1.8)x0.58]I(38.2+ 19.1) = (21.0+29.1)/57.3=0.87<1.00, Marginal
(Note: There were no signs of slope instability on the embankment except near the toe of the slope)
Slope Stability Analysis for property
located at 3501 Oak Bay Rd, Port Hadlock, WA 98339
Prepared for: Judson and Rene Linnabary
3501 Oak Bay Rd,Port Hadlock,WA 98339
do Tamara Halligan(360)385-2628
Prepared by: Morta Engineering&Testing,POB 250,Ocean Shores,WA 98569
(360)289-0958, (800)590-0958,(360)289-9682 fax,Smortai AOLcom
May 13,2006 Analyzed by: SPM Page 2 of 2