HomeMy WebLinkAboutPermit Field Test & Inspection Report 2002-8-8
August8,2002
Mr. Vince Hinton
2110 W. 24th Avenue
Eugene, OR 97405
RE: SOil SUBGRADE INSPECTION, 1-5 GLASS, 3490 MARCOlA ROAD
Dear Mr. Hinton:
GeoScience, Inc has completed inspections of soils at foundation subgrade elevation at the
referenced site The Inspections were conducted on July 31 and August 7,2002 The purpose of
the inspections were to confirm that an allowable subgrade beanng pressure of 1,500 Ibs/ff, as
assumed by Mr Hal Pfeiffer, PE (project structural engineer) for design purposes, was present
within site salls at design foundation subgrade elevation
At the time of the July 31, 2002 inspection, the site had been cleared of vegetation The site
sloped to the southeast at approximately 3 percent and the surface material consisted of crushed
aggregate (approximately 2 Inch minus).
The subsurface wasexplored by means of two hand auger holes, one which was located 40 feet
west of the eastern boundary and 42 feet south of the northern boundary, the other was located
72 feet west of the eastern boundary and 27 feet south of the northern boundary Each of the
hand auger holes was advanced to approximately 2 feet below site grade In both hand auger
holes the crushed aggregate was approximately 4 inches thick and was underlain by hard brown
sandy Silt (estimated gradation' 40 percent sand, 60 percent fines) with low toughness, rapid
dllatency and medium dry strength The subgrade salls were clasSified as sandy SILT (ML) In
accordance with the Unified SOil Classification System (USCS) as proVided In Amencan Society
for Testing and Materials (ASTM) Test Method D 2488, Standard Practice for Descnptlon and
Identification of Salls (Visual-Manual Procedure). The sandy SILT stratum was designated as SU-
A for purposes of this report Pocket penetrometer measurements were conducted on samples of
SU-A collected from the hand auger holes. In all samples, the pocket penetrometer
measurements Indicated an Unconfined Compressive Strength (UCS) of greater than 9,000 Ibs/ft2
for the subgrade SOils
The site was VISited again on August 7, 2002 for the purpose of confirming that SOil conditions
encountered In our hand auger holes were representative of subgrade SOils Within the pen meter
foundation excavation At this time, the site had been excavated to subgrade soli elevation Within
the penmeter foundation excavation The depth of excavation was approximately 1 foot below
adjacent site grade throughout the excavation with an approximately 0.5 foot high step near the
middle of the eastern footing hne excavation
Salls exposed In the excavation were clasSified as ML (sandy SILT) per the USCS and appeared
to be consistent With SU-A observed In our earlier hand auger holes. Pocket penetrometer
measurements were conducted on SU-A that was exposed Within the pen meter foundation
excavation In all locations, the pocket penetrometer measurements Indicated an UCS of greater
than 9,000 Ibs/Wfor SU-A
P.O. Box 2238, Eugene, OR 97402
(541) 607-5700 FAX: 607-5701
CCB # 127073
.t,
".
175 Glass, 3490 Marcola Road, Springfield, OR
August 8, 2002
Page 2
USln~ the Bell-Casagrande Method, the ultimate beanng capacity of SU-A IS at least 18,000
Ibs/ft USing a factor of safety of 3 for dead and live loads, the allowable beanng capacity of SU-
A is at least 6,000 Ibs/tf When consldenng Naval FacIlities (NAVFAC) Presumptive Values of
Allowable Beanng Pressures for Spread Foundations (Manual 7.2, pg 143, Table 1) a
recommended value of 6,000 Ibs/W IS provided for hard sandy silt (i.e. SU-A)
On the basIs of sOIl type and allowable beanng capacities as Indicated by pocket penetrometer
measurements, the design pressure of 1,500 Ibs/W for foundations beanng on SU-A, as prepared
at the time of our Inspection, is conservative.
If you have any questions regarding this report, please do not hesitate to call us at 607-5700
Sincerely,
\
. #2332 I 1M 5 GLASS
HAL PFEIFER PE, P.C.
LATERAL WIND DESIGN Ce= 0.69
FROJECTED AREA METHOD Cq= 1.30
'97 UBC qs= 16.40
1= 1.00
p=Ce x Cq X qs x I p=' 14.71
wall Identification # W W1
len'\th of llhear wall L
tributary area of wind loading A 421.00
totalllhear on wall V=p X A 6,19325
unit llhear per ft of wall v=V/L ERR
'j
171.50 r., 171.50
"'l; "~
85.75 '<"'r',..,~), "85.75
..! - ~ " ...
f:97.4EJ\ 287.27
, see seismic CDXor066"" D~orOS6
see seismic 8d@6" 8d@4"
588 seismic 1/2x10AI3'S@2'.) 2x10A6's@2'
W2 \ W3/ W4
''''O~~8-33 1833
r::-t::.;tV · 55 00 25 00
l':l/A~ 033 0.73
0\ 3,480.92 7,658.03
1.37198 1,371.98
L1At r"}O~~ 919.23
~O ~VV ~69 6.738.80
see seismic see seism'6 1I2x10A6's@2' HD8A
7/8" A6
~f.? ...PA,'
note: N-17(16ga.) staples may l1e used in lieu of 8d nails @ 75% of req,'d. spacing ,~_ ~ ~
SHEATHING: 1/2"CDX or'r~ted 7/16" OS,6,shtg. or 112" 066 siding wI 16" ole studs
note: recommended minimum 4' ole anc~or l10lt spacing
ANCHOR 60L T = 1/2" X 10" A.6.'S 1 6ILL= 2x6 P.T. hem-fir I p)( 1.33 = 731#/bolt/sill plate 1 50urce = 91 ND6
vert;ical dead load along wall/ft. DLV
dead load factored for friction D LV 1ft X .5
net unit llhear per ft. of wall net v
wall material (v)
nailing (v)
anchorboltll re~d (net v)
llhear wall height
H
du;tance I:>etween anchorll
[,:'
wall ratio
H/L'
R=V(H/L)
DLD
DLO X .67
R net
reaction 'at anchor
dead load at reaction
factored dead load
net reaction at end
anchorage
40 W.17th
(541) 683-4257
EUGENE, OR
avg
,.J psf
" f?_~<>t~
\rJ \ t-J ",Q\rJ?
,W2
W4
28.00
710 00
10,444.67
373 02
42100
6,19325
ERR
see seismic
see seismic
588 seismic
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AU6 1 2 2002
EXPIRES 12/31/02
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